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HomeMy WebLinkAboutPermit File BLD-2022-0062 2818 Oakes Avenue ' Y` O .' Cityof Anacortes Invoice/Permit#: BLD-2022-0062 904 6th Street Applied date: 02/02/2022 `"'r P.O.Box 547 Issue date: 03/16/2022 Anacortes, WA 98221-0547 Expire date: 09/12/2023 ' . : A,-- (360) 293-1901 Job Address: 2818 OAKES AVE Permit Type: Single Family Residence Permit ANACORTES WA 98221-1319 Project: APN: Remarks: New SFR credit given for previous SFR on site that was demolished. Owner: JODY& ROSE RAIVO Contractor: OWNER Address: 6974 ERSHIG RD Address: BOW WA 98232 Phone: (360) 770-2370 Phone: License#: General Information: Fees: #of Range Hoods 1 Plan Application Fee 200.00 #of Clothes Dryers 1 Building Permit Fee 3,121.75 New or Replaced Hard Surface 3530 Plan Review Fee 2,029.14 Use Zone R2A Mechanical Permit Fees 131.70 #of Heat Pumps<=3 Hp 1 Plumbing Permit Fee 175.00 #of Side Sewer 1 State Building Code Fee Resi 6.50 #of Gas Fireplace 1 Sewer Inspection Fee 52.14 #of Gas Piping 1 Non Sprinklered SFR Fire Fee 110.81 #of Gas Water Heaters<= 100k 1 EMS Impact Fee 392.86 Building Valuation 480000 SFR/duplex: site plan/design 60.00 Occupancy Group it-1 Stormwater Review 282.40 1st Floor Square Footage 1263 Total Calculated: 6,562.30 2nd Floor Square Footage 1188 Deposits/Receipts: 0.00 Garage Square Footage 640 Deck Square Footage 338 Total Due: 6,562.30 Porch Square Footage 399 Lot Area 7875 Stove,Appliance 1 #of Tubs, bath 1 #of Water Closets (Toilets) 3 #of Showers 2 #of Dishwashers 1 #of Hand Sinks 4 #of Kitchen Sinks 1 #of Clothes Washers 1 # of Gas Outlets 5 it—of utility Sinks 1 #of Water Piping 2 #of Hose Bibs 3 #of Backflow Devices 1 #of Ventilation Fans 5 Flood plain development N ' Q CityofAnacortes Invoice/Permit#: BLD-2022-0062 904 6th Street fi Applied date: 02/02/2022 P.O.Box 547 Issue date: 03/16/2022 i " Cl� Anacortes, WA 98221-0547 Expire date: 09/12/2023 (360) 293-1901 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 IS �- f ,111111. 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 RESIDENTIAL BUILDING PERMIT APPLICATION THIS APPLICATION PACKET IS USED FOR THE FOLLOWING PROJECT TYPES: Single-Family Residences (SFR), Duplexes, Additions & Remodels, Accessory Structures (i.e. garages, carports), Accessory Dwelling Units, Manufactured Homes, Residential Decks & Retaining Walls, and Docks& Pilings. FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION PROPERTY INFORMATION PROJECT ADDRESS(STREET,SUITE#) ASSESSOR PARCEL NUMBER 2820 Oakes Ave. P133847 SUBDIVISION/LOT# ZONING LOT AREA(SIZE) 7,875 Na R-2A SQ. FT. TYPE OF PROJECT • NEW ❑ ADDITION ❑ REPAIR ❑ REMODEL ❑ CHANGE OF USE M SFR ❑ Duplex Deck/Porch ❑ Accessory Dwelling Unit: ❑ Detached ❑ Attached ❑ Retaining Wall ❑ Manufactured Home ❑ Accessory Structure ❑ Shoreline Structure(dock, pilings,floats etc.) * ❑ Other: *If application is for a shoreline structure, please complete the Shoreline Structure Checklist. IS THIS WORK ASSOCIATED WITH ANOTHER PROJECT? ❑YES CyJ NO If YES, provide the permit/application number: PROJECT SUMMARY: PROJECT VALUATION 2,451sf New Single Family Residence (Cost of Materials & Labor) $480,000 PROPERTY OWNER INFORMATION NAME PHONE Jody S Raivo 360-770-2370 ADDRESS(STREET,CITY,STATE,ZIP) EMAIL ADDRESS 6974 Ershig Rd. Bow Wa. 98232 raivomasonry@gmail.com CONTRACTOR INFORMATION NAME* PHONE same as above CONTRACTOR'S BUSINESS LICENSES STATE LICENSE# EXPIRATION *AII Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the UBI# EXPIRATION City. ADDRESS(STREET,CITY,STATE,ZIP) EMAIL ADDRESS Page 1 of 17 Res.Building Permit Application Submittal Checklist Updated April 20,2021 CONTACT PERSON -Select one person the city will contact for anything related to this project: ❑APPLICANT 0 PROPERTY OWNER ❑ CONTRACTOR ❑ OTHER(LIST BELOW) NAME PHONE Jody S Raivo 360-770-2370 ADDRESS(STREET,CITY,STATE,ZIP) EMAIL ADDRESS 6974 Ershig Rd. Bow, Wa. 98232 raivomasonry@gmail.com 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 Na ADDRESS(STREET,CITY,STATE,ZIP) EMAIL ADDRESS ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: X 1 understand that when a building permit application is taken in over the counter it does not mean the application has been deemed technically complete and sufficient for staff review. X I understand that if I submit incomplete, inaccurate, and/or erroneous information it will take the City longer to process my permits. X I understand and acknowledge that I could be responsible for providing as-built drawings(on paper or electronically)as part of the project's certificate of occupancy process. X I understand and acknowledge that Special Inspections could be required as part of my project, and if needed I will be required to pay for the cost of these inspections. X 1 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. X 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 1 am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects, true, correct, and complete to the best of knowledge and belief. SIGNATURE DATE Jody S Raivo PRINTED NAME Res.Building Permit Application Submittal Checklist Updated December 2021 Page 2 of 17 SUBMITTAL CHECKLIST a ? o D ro o 0 > X D C rs N 3 � in n n' N -- O I 70 Cn 3 Residential Building Permit 0 * �- fD • o O' (D 7 3 Submittal Requirement Checklist mri - ,' °' �, '� N- n + C �_ n —rt C 7 .. N 'r+ O m '* F 7 O n Residential Building Permit Application Form X X X X X (FORM BP-1—attached) n Structure &Site Information Form X X X X X (FORM BP-2—attached) ✓ Mechanical & Plumbing Fixtures Form X X X (FORM BP-3—attached) ✓ Architectural Plans X X X X X (requirements listed on FORM BP-4-attached) n Stormwater Management Minimum Requirements X X X X Determination (FORM BP-5,attached) ✓ Stormwater Site Plan X X X X ✓ Site Plan & Landscape Plans- requirements listed on Form x X X X X BP-6 n S• tructural Plans&Calculations X X X X X ✓ Energy Code Plans& Forms X X Manufacturer's Specifications/Cut Sheets X Copy of recorded survey X X X X n C• ritical Area Identification Form X X X X X n Shoreline Structure Checklist, if applicable X X Technical Reports X X X X Other Required Permits, if applicable X X X X X n A• DU Affidavit of Owner Occupancy(signed) X SUBMITTAL INFORMATION Please send applications in PDF format to buildingpermit@cityofanacortes.org ➢ Send applications in PDF format with a file and message size no greater than 30 MB.An email with a link to a file share site (Dropbox, Google Drive, OneDrive, etc.) is acceptable. Paper copies may be requested after initial review. FEES Once application is received, staff will reach out if a deposit is required. Otherwise, permit fees are paid prior to building permit issuance. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 3 of 17 REQUIRED SUBMITTAL INFORMATION Additional details on certain submittal items are provided below to ensure Applicants are fully aware what City staff will be looking for when an application is submitted to the City. FORMS AND PLANS • FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION FORM. Provides key information about your project, including type of permit you are applying for, and property owner, contractor, and contact information. • FORM BP-2: STRUCTURE AND SITE INFORMATION FORM. Provides key information about the proposed structure, including height, floor areas, fire protection proposed, and asks questions about site characteristics that are used to determine whether your project requires any other information or additional permit applications to be submitted. • FORM BP-3: PLUMBING AND MECHANICAL INFORMATION. Form BP-3 provides space for you to fill in fixture information for plumbing and mechanical appliances and equipment that are included as part of your project. • FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS. Form BP-4 contains a list of all the items required to be shown on Architectural Plans. • FORM BP-5: STORMWATER MANAGEMENT DETERMINATION FORM. Most development within the City of Anacortes that involves disruption of soils, or construction of buildings, streets, parking lots, etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed (grading,vegetation removal), or the amount of hard surface that is created or replaced on a site (building footprint, concrete, asphalt or gravel parking, sidewalk, etc.). Form BP-5 assists you in determining the level of stormwater review(applicable Minimum Requirements) required for your project. • STORMWATER SITE PLAN. The Stormwater Site Plan is the comprehensive report containing all of the technical information and analysis necessary for regulatory agencies to evaluate your project for compliance with stormwater requirements. The level of stormwater review and contents of the Stormwater Site Plan will vary with the type and size of the project, and individual site characteristics. Use Form BP-5 to determine the level of stormwater review and then complete the applicable Stormwater Minimum Requirements Form on the Public Works- Engineering Department Forms website and provide required submittal items/plans. • FORM BP-6: SITE PLANS& LANDSCAPE PLANS. Form BP-6 contains a list of all the items required to be shown on Site and Landscape Plans. • STRUCTURAL PLANS: Plans prepared and stamped by a State of Washington licensed professional structural engineer drawn at a scale approved by the Building Official clearly indicating the information required by the "Permits" section of the currently adopted International Building Code and Chapter 19.27 RCW (State Building Code Act, Statewide amendments), and City submittal forms including: structural members labeled as to size and spacing as well as bracing, blocking, bridging, special connectors, and anchor bolts; cross-section details, as needed,to show typical foundation,floor, wall, ceiling and roof construction; insulation of walls, floors and roof/ceiling; and details of stairs,fireplaces and special construction, if any. • STRUCTURAL CALCULATIONS: An analysis of loads, materials, etc., prepared and stamped by a State of Washington licensed professional structural engineer. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 4 of 17 • ENERGY CODE FORMS: The standard Washington State Energy Office form requesting the information required under Chapter 51-11 WAC detailing building components used to comply with the State Residential or Nonresidential Energy Code, as applicable. • MANUFACTURER'S SPECIFICATIONS/CUT SHEETS: A document that summarized the performance and other technical characteristics of a product, machine, component, material, or subsystem (e.g., a power supply) in sufficient detail that allows the City to determine the product will be incompliance with applicable codes. • COPY OF RECORDED SURVEY. A survey of your property is needed so that conformance with minimum setback requirements and other development standards can been confirmed and verified on site by the inspectors. Property markers must be visible on your property. If they are not at the time an inspection is requested,you may need to have a new survey completed. • CRITICAL AREA IDENTIFICATION FORM. Use this from to determine and/or identify if critical areas or critical area buffers are located on or within 300 ft. of the development area. If critical areas are determined to be present, a Critical Area Permit may be required. • SHORELINE STRUCTURE CHECKLIST.This checklist is required to supplement the building permit application if the proposed structure or development is waterward or within 200 ft.from the shoreline.This checklist will also assist in determining what other approvals or permits may be required for the proposed work. OTHER SUBMITTALS DETERMINED ON A CASE-BY-CASE BASIS TECHNICAL REPORTS Following is a list of technical reports that will be required to be submitted to the City when certain circumstances exist on or near a site an Applicant is planning on making improvements to. The general triggers for each of the listed technical reports I provided below: A. CRITICAL AREAS REPORTS: In general, Critical Area reports are required when wetlands and/or streams are located on or near a site. Critical area mitigation plans may also be required, depending on the project proposal. See Anacortes Municipal Code Ch. 19.70 for additional information. B. GEOTECHNICAL REPORT: In general, Geotechnical Reports are required when work is proposed on or near slopes in excess of 15%and/or known landslide hazard areas. See Anacortes Municipal Code Ch. 19.70 for additional information. OTHER PERMITS DETERMINED ON A CASE-BY-CASE BASIS OTHER FORMS Following is a list of other permits that could be required in certain circumstances. The general triggers for each of the listed permits is provided below. A. FILL AND GRADE PERMIT: Grading (importing, exporting, and/or moving material on a site) of more than 50 cubic yards and/or if grading modifies the existing flow of stormwater or groundwater. B. RIGHT-OF-WAY PERMIT: A right-of-way permit is required anytime the public right-of-way is disturbed or obstructed in any way by private development or the general public. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 5 of 17 FORM BP-2: STRUCTURE AND SITE INFORMATION PROPERTY WHERE WORK IS OCCURRING ADDRESS 2820 Oakes Avenue PARCEL NUMBER(S) P133847 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 25'_4" AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1'FLOOR: 1 ,263 2ND FLOOR: 1 ,1 88 3RD FLOOR: BASEMENT: GARAGE: 640 TOTAL DECK: 338 TOTAL PORCH: 399 OTHER: OTHER: OTHER: 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? ❑t YES ❑ NO PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? ❑ YES 0 NO If YES, you will be required to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the lot less than 5,000 sq. ft. in area? ❑ YES PI NO If YES, your site and building will need to comply with the standards in AMC 19.43.010.C. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 6 of 17 C. Is your project involving an accessory dwelling unit? ❑ YES NO If YES, your site and building will need to comply with the standards in AMC 19.47.030. D. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑ YES 0 NO (about 1 log truck load) of timber be harvested? If YES, you may need to obtain a forest practice permit from DNR. E. Is this project subject to the SEPA process? ❑ YES in NO If YES, you will be required to submit a SEPA checklist. If you have already completed the SEPA process, list the permit number: REQUIRED SIGNATURE 1 hereby declare that 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. SIGNATURE DATE Jody S Raivo PRINTED NAME Res.Building Permit Application Submittal Checklist Updated December 2021 Page 7 of 17 FORM BP-3: PLUMBING & MECHANICAL INFORMATION MECHANICAL APPLIANCE/EQUIPMENT INFORMATION (NEW AND RELOCATED) EQUIPMENT TYPE Indicate the number of fixtures for each equipment type TOTAL GAS ELECTRIC OTHER-Please specify COMMENT Furnace Wall Heater Water Heater X I Heat Pump X I Air Conditioner/Handler Radiant/Hydronic Heating Exhaust Fans X 5 Range Hood X I Fireplace X I Clothes Dryer& Duct X 1 Stove/Range/Oven X I Refrigeration Unit X I Gas Piping/Outlet(s) Boiler BTUs: Other L TOTAL MECHANICAL OUTLETS 12 PLUMBING FIXTURES FIXTURE TYPE(NEW AND RELOCATED) TOTAL FIXTURE TYPE(NEW AND RELOCATED) TOTAL Toilets 3 Refrigerator water supply 1 Kitchen Sink 1 Pressure Reduction Valve/ Regulator Utility Sink 1 Water Service Line 1 Tub 1 Water Piping Hand Sink 4 Washing Machine 1 Shower 2 Electric Water Heater:Tank-less? Yes ❑ No I Dishwasher 1 Backflow Prevention Device 3 Urinal Hose Bib 3 Floor Drain/Floor Sink Drinking Fountain Hydronic Heat in: ❑Floor ❑Wall Grease Interceptor Other-please specify: TOTAL PLUMBING FIXTURES 9 Res.Building Permit Application Submittal Checklist Updated December 2021 Page 8 of 17 FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11" x 17" and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. • Structural plans must be stamped by a structural engineer licensed in the state of Washington. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE? REQUIREMENTS PAGE# Cover(or 1st page) must include: X 8 Site address 8 Parcel number O Lot number(if applicable) E Lot size ▪ Lot coverage ▪ % impervious surface coverage Floor plans with existing(if applicable) and proposed building layout with X square footages and with the use of each room/area labeled. Window and door sizes labeled and window ventilation area. Commercial, X Multi-Family, and Mixed-Use Structures must also include door and window schedules. X Plumbing, duct, and electrical layout. Penetration protection must be shown. X Opening headers, size, and material. Cross section details, showing typical foundation,floor, wall, ceiling and roof X construction and insulation. X Structural members labeled as to size and spacing as well as bracing, blocking, bridging, special connectors, and anchor bolts. x Details documenting energy code compliance. Exterior building elevations demonstrating compliance with applicable X structure type design standards (small lot, duplex, or ADU) and maximum building height Res.Building Permit Application Submittal Checklist Updated December 2021 Page 9 of 17 Building height (see AMC 19.42.120 for measurement methods, exceptions and X modifications). • Show a line representing, and label the elevations of, the existing natural topography at the foundation at the front of the building. • For corner lots and lots that slope downhill from the property line at the front of the building: Show a labeled line representing the elevations at the center of all exterior walls of the building. • For ADUs only, include elevations demonstrating compliance with the height/setback plane (see AMC 19.47.030(C)(6)). X Special details as needed (i.e., stairs,fireplaces, special construction). X Insulation and insulation values of walls, slab, floors, and roof/ceiling. X Existing and proposed grades with slope of lot shown. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 10 of 17 FORM BP-5: STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATION GENERAL INFORMATION Most development within the City of Anacortes that involves disruption of soils, or construction of buildings, streets, parking lots, etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed (grading,vegetation removal), or the amount of hard surface that is created or replaced on a site (building footprint, concrete, asphalt or gravel parking, sidewalk, etc.) This form is largely targeted for small projects and single family residences. For larger projects and more information please refer to the Anacortes Municipal Code (Chapter 19.76 Stormwater Management) and the latest Washington State Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). HARD SURFACE AREA CALCULATION Please calculate your project's hard surface amount; guidance is provided on the next page of this document. Use your project's total hard surface calculation to follow the flow chart(s) in this packet and determine the level of stormwater management required for you project. When determining your permit level or if stormwater thresholds are met or exceeded the entire project must be considered. A project is that portion of a property, properties, or right of way subject to land disturbing activities, new hard surfaces and replaced hard surfaces. The hard surface on your property will determine the storm water utility fees and the stormwater general facility charge. All new or replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code and Ecology Manual that may assist you in preparing this information. "Hard surface area"means an impervious surface, a permeable pavement, or a vegetated roof. "Impervious surface"means a non-vegetated surface area which either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A non-vegetated surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. "Replaced impervious surface"means,for structures, the removal and replacement of impervious surfaces down to the foundation. For other impervious surfaces, the removal down to bare soil or base course and replacement. LAND DISTURBANCE DESCRIPTION TOTAL(SQ. FT.) Total Area of Land Disturbing Activity 2 200sf Total Area Converted from Vegetation to 4 345sf Lawn or Landscaped Area Res.Building Permit Application Submittal Checklist Updated December 2021 Page 11 of 17 HARD SURFACE AREA CALCULATION Existing Removed Proposed Proposed DESCRIPTION (SF) (SF) Replaced New (SF) (SF) Non Pollution Generating Hard Surface Area 0 538 (Sidewalks, paths, patios,etc.) Pollution Generating Hard Surface Area 0 629 (Driveways, parking areas, etc.) • TOTAL HARD SURFACE 0 1 , 167 Site Size 7,875sf Existing Impervious Surface Coverage% 0 (sq.ft. hard surface/site size) MINIMUM REQUIREMENTS CALCULATIONS Use the information in the above table to navigate the flow chart(s) on the next few pages to determine the applicable stormwater management minimum requirements for your project. Then complete the applicable Stormwater Minimum Requirements Form on the Public Works - Engineering Department Forms website and provide required submittal items/plans. ❑ Minimum Requirements#1-9 0 Minimum Requirements#1-5 ❑ Minimum Requirement#2 Res.Building Permit Application Submittal Checklist Updated December 2021 Page 12 of 17 FLOW CHART FOR DETERMINING REQUIREMENTS FOR NEW DEVELOPMENT Start Here Does the site have 35% Yes See Redevelopment Minimum or more of existing ► Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert 3/4 ✓ acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or No convert 2.5 acres or more of greater,of new plus ► native vegetation to pasture? replaced hard surface area? \ No Yes Yes Does the project result in 2,000 ✓ square feet,or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes No vegetation areas. Does the project have land Minimum Requirements#1 disturbing activities of 7,000 through#5 apply to the new Yes square feet or greater? and replaced hard surfaces and the land disturbed. No V Minimum Requirement#2 applies. r,MCM Figure 1-2.4.1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 13 of 17 FLOW CHART FOR DETERMINING REQUIREMENTS FOR REDEVELOPMENT Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? v Yes No Minimum Requirements#1 through#5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. 1 Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert 3/4 acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No V All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the 0related 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 0requirements. 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 ft•Mr.M Figure 1-2.4.2 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June 2015 ECOLOGYPlease see http/Anrww ecy wa gov/copyright html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer Res.Building Permit Application Submittal Checklist Updated December 2021 Page 14 of 17 FORM BP-6: SITE PLAN REQUIREMENTS GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant site plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an engineering or architectural scale. INFORMATION REQUIRED ON ALL SITE PLANS COMPLETE? REQUIREMENTS PAGE# ON PLANS COVER SHEET: 8 Vicinity Map 8 Name of the project 8 Name, address, and telephone number of owner and agent(s) E Name, address, and telephone number of Applicant (if different from the owner) ▪ Zoning designation of the site E Area, in square feet and acreage, of the project site ▪ Reference to the Building Code used 8 Proposed use ▪ Occupancy group E Construction type ▪ Square footage and height of each individual building ▪ Percent lot coverage ▪ Percent impervious surfaces x 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. na Location and dimensions of existing critical areas (wetlands, streams, steep slopes) and their associated buffers. na Location of Ordinary High Water Mark and shoreline jurisdiction limits (if adjacent to a shoreline). na 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. Structures Location, identification, dimensions and size of all existing and proposed X buildings and other structures. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 15 of 17 na Location of existing and proposed retaining walls, rockeries, and fences. x Location, identification, and dimensions of all setbacks. na Show proposed projections into required setbacks, including dimensions(see AMC 19.44.140) Utilities & Easements X 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. I Location and dimensions of existing and proposed freestanding lighting X 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 X 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 X and location of driveways and curb cuts. X Show existing and proposed parking spaces, including surface material and dimensions of spaces. Open Space (ADUs, Small Lots, and Duplexes) na 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. na Location of irrigation system if a permanent or temporary system is proposed. na Show the location of existing trees to be retained in conformance with AMC 16.50, and tree protection measures to be implemented, when applicable. 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. X Show new trees to be planted and tree unit credit calculations, in conformance with AMC 16.50 Tree preservation,when applicable Res.Building Permit Application Submittal Checklist Updated December 2021 Page 16 of 17 A table similar to the following with project specific information provided, must be placed on the site plan: Required Landscaping For Example Calculations Site Area 7,500 sq.ft. %of site area to be landscaped (per 20%- R2A zone AMC Tables 19.42.020-.030) 1,500 sq.ft. required 1,850 sq.ft. provided Compliance with AMC Ch. 16.50 Tree unit credits required: Tree Preservation. • 8 tree units required Tree unit credits retained: • 2 trees 6"dbh =4 tree unit credits retained Tree unit credits provided: • 2 new deciduous trees(min.2" caliper @ 6" above ground) • 2 new evergreen trees(8' in height) Number of required street trees 1 per 30'of frontage 60 lineal feet of frontage=3 street trees Res.Building Permit Application Submittal Checklist Updated December 2021 Page 17 of 17 Sheet 1 of Structural Calculations for Raivo - Single Family Residence 2820 Oakes Ave. Anacortes, WA Prepared by: Johnson Structural Engineering, Inc. Larry P. Johnson, PE 152 West Short Street Bozeman, MT 59715 P � Ph 406-585-2939 ,0OR CODE c AGt`� G}sTtF�' 41,6 I QUIN ` 1891 � ��✓� qC Si'O 6o PTO FIELD 1145 Struct Work Sheet COVER IBC LPJ DESIGN DATA Halve -Single Family Residence Sheet 2 of (f`t_ INFORMATION SHEET 2820 Oakes Ave. JN 2-395 Anacortes,WA DATE 1/4/2022 PREPARED BY Larry P. Johnson, PE REFERENCES IBC/IRC 2018 ASCE 7 2016 Allowable Stress Design - Basic Load Combinations Used: For Soils Loadings Allowable Design For Concrete Design Strength Design, Factored Loads DEAD LOADS Roof 15 psf LIVE LOADS Roof 20 psf Floor 12 psf Floor 40 psf Int. Walls 10 psf Deck 60 psf Ext. Walls 12 psf SNOW. Pg 25 Psf Ce ; Ct 1 0 Pf min = 20 I 20 Psf pf= 0.7PgCeCtl 250 Psf WIND Basic Wind Speed 110 MPH Exposure Category D Enclosed Structure Structure Category is Importance Factor 1.00 Internal Pressure Coeff. N/A SEISMIC Structure Category it Importance Factor 1.00 Seismic Use Group II Site Soil Profile D 'D' if unknown Seismic Design Category D2 Basic Seismic System Wooc Framed Shear Wall Analysis Procedure Eytuvnlent Lateral Force Procedure ASCE 7 Chap d 5.5 SOILS Soils Bearing Capacity, per Table 1806.2 1 500 psf Responsibility of Contractor and/or CONCRETE Fc=2,500 psi Owner to verify soil condition suitable to support foundation REBAR Grade 40, 40 ksi, #3 bar Grade 60, 60 ksi, all others Struct Work Sheet COVER IBC LPJ DESIGN DATA Raivo-Single Family Residence Sheet 3 of - INFORMATION SHEET 2820 Oakes Ave. JN 22-395 DATE 1/4/2022 TABLE OF CONTENTS DESIGN DATA SHEET 2 TABLE OF CONTENTS SHEET 3 A. VERTICAL ANALYSIS SHEET 4-35 B LATERAL ANALYSIS SHEET 36 -44 Struct Work Sheet COVER IBC LPJ Johnson Structural Engineering, Inc. Project: I I - S FK 152 W. Short St. Job No.: Z2 ' 3 75, Bozeman, MT 59715 (406) 585-2939 phone Date: /— 3- 2 a Tarry@johnsonengineer.com Sheet No.: / A , Ve,41C4IAVa/yF5 /0Jr (DCa7;0ns- -82- OaA5 ,{ (� J �p �V // /�tNa coy4 J . �100 r&41er5 - Cf�1 II��O-,1iO4, = 27 /7/r r Li Mu .Ley; /cm_ z 2 C104 . , 73 -5 :t to -3 • 52---1tY5fr ns 5-60 c 12 rc-C °Rla` V r� : �Ocen T � 7I-3 , & -(, �(r 6 1-3 1`f -710ukl," rgib d -c_ // 7426rtr soh© c' Z¢ 'G, c. 64"r-., 5Pa✓ = Z1(4ne. t Zb tZ1�a+Ll- fl� // MTIE S40 a /6'd,r, s P l tiro ; r b "�-4 grev..c()tom ! Loin, z 'n ry345 i W srr a "Sf5 6/z /e, Z4F Y-(Z41's< 3 , oo!- 1120,ur1. 4. &urn` - Clu Z ra-->e✓ na_ctc$lon : Ur) G' 21 i 5�` Zr = c ��zrXIB"24—U1- (t& < to rov; 3345 D�Sygz ESL oblpKKn U] , tOr 1 lorrtlo' root ,rt , =e! km_ 0 , 4 3 (f I/�� -- / 7/ z-ref Z e4-r V 1-CtU.3 ,- IA/IJto0w it a), d (a.ra 4�' Z_ Se : 3,5) ram- 4x4 6• = /5 F9f'z FORTE' WEB', MEMBER REPORT PASSED 6- Level,Roof:Joist-RR1 1 piece(s)11 7/8"T3I®560© 24"OC Sloped Length:4d'1/3. 1p ifi Fw. pd7-S: ddu i{e Y1{a; Ot Ts J a - 7. t i f J j� C,We: s: d ^£FYsv: l:`,,.1 .. , . H ,,k, ^:'^,.,,,. , ' liuifliCyT))/9 .: tr(yl :a.hT93.. F n ,h,,i }} .t qxg, at.d";�.;�na ,T aj1.r,^ ."} . . 12 ` 9 2 9' 1 10 3 5 a o a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. member Length'49'41/IE" r ne5(gnResi!({5 , ,... , ,4c600.044e604, }v,AOaed. -„ Result., nj WV I.w4:F6T6irtatIoi 0660' system Rpof Member Reaction(Ibs) 1840 @ 25'9" 4188(5 25') Passed(44%) 1.15 1.0 D+1.0 S IAdi Spans) Member typo join Building Use:Residential Shear(Ibs) 1069 @ 25'6 1/4" 2358 Passed(45%) 1,15 1.0 D+1.0 S(Ad)Spans) Building code.IBC 2018 Moment(Ft-Ibs) -4064 @ 25'9" 10925 Passed(37%) 1 15 10 D+1.0 5(Ad)Spans) Design Methodology Aso Live Load Dell.(in) 0.405 @ 13'1/16" 1.240 Passed(L/735) -- 1.0 D+1.0 S(Alt Spans) Member Pitch,4/12 Total Load Defl (in) 0.652©12'11 7/8" 1.653 Passed(L/456) -- 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L7240)and TL(4180) •Overhang deflection cntena,LL(2L/240)and TL(2L/1801 •Allowed moment does not reflect the adjustment for the beam stability factor. S48i1ng1.%th loaaste sit oats{iba:) . • S1ipports - . 'Tad{. ..: ` 'RayWred IDen I Beveled Plate-SPF 5 50" 5 50" 3.50" 380 605 985 Blocking 2'Beveled Plate-SPF 5,50" 5.50" 3 50" 690 1150 1840 Blocking 3-Beveled Plate-SPF 5.50" 5.50" 3 50" 250 517 767 Blocking •Blocking Panels are assumed tit carry no bads applied directly above them and the full load is applied to the member being designed. Latetvt{acarxrog• ' .;.;8+_ e4?6t�'a>p. fGOafllretlk5 Top Edge(Lu) 9'2"o/c ' Bottom Edge(Lu) 8'10'oec i *TX joists are only analyzed using Maximum Allowable bracing solutions •Maeemum allowable bracng intervais based on appled load. .' . '. ' Vertical Wad -. Lacatkn,`- (0440 (1•ts) . cammams. . 1-Um form(PSF) 0to41'9" 24" 15-0 25,0 Roof snow bad eYQ1il7a0U88Ce5 '- . ..,,i!Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product desthisign esl a criteria one published ea design values Weyd,rt,nn Tr expressly disclaims any other framer is relatedrespo to the surer use of ale softwareationis a not intended to circumvent tjecneed For a design professional Blocking as determined a by the authority having jurisdiction The designer o!record,builder uredat Weyersiblehaeuser to assure that this calculation ti compatibletwith Its overall project,Weyerhaeuser (RimerBoard,re r Pro act Squash Blocks)lareua not designed by this vallwaio Productsrtsmanufactured at S Weyorhaetedr inf accord are third-party wappe certified to sustainablend .forestry codede.Weyern report Engineered Lumberproduct Products have been evaluated by ICC-ES under evaluation reports ESR-1153 ant ESR-1387 and/or tested accordance with ducts/Lle iASTMmen standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaedse;.<an(woadproductsJdcc,rmern`-kbrary. The product application,input design loads,dimensions and support information have been piovided by farteWEB Software Operator ForteW E9 Software Operator lob Notes 1/3/2022 6:38:34 PM Mt tarry Johnson Johnson Structural Engineering,Inc. ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 larry@sohnsonengmeer.com Weyerhaeuser File Name:Raivo 22-395 Page 1/ 1 IFORTE' was MEMBER REPORT Level,Roof:Joist-RR1a 1 piece(s)11 7/8"T)I®560 @ 24"OC Right cantilever ez[eeds the maAimum braced cantilever length of 7. Sloped Length:41 1 S/16 v 5,°Sr y ism{".�:Y:.. ,::.''- , rm,r..: vsji fwy',trf:;S::i.�rjf .`-.y;,� ?§1:~~.»r Vy s+:..-'A'ir*e:' x:r��r...� �a i'f(^`�`?'1;'.err .,rss„a�,y4��� q��,�� +7w,iz F' ,,,s.. S': .ti :..r 'r.;Cyur� ")Te[si.'npT k(. •; 0 i ,� aT i i.YipavAP°,':2frX«` ...X++:r.x't& ..qd r)r; ,. "s.:->. 0 12 dr— Y oft 0'1 2' S 17'3' 12 3 f / o 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length'41'5 1/4" Design Retains - " :masa thrown_ ttpoired Result LOP toads Cgmbatanen(Pattern) System.Roof Member Type joist Member Reaction(lbs) 1360 @ 19'3" 4188(5.251 Passed(32%) 1.15 1.0 D r 1 0 S(Ad)Spans) Building Use Restlennal Shear(ibs) 759 @ 19'1/4" 2358 Passed(32%) 1.15 1.0 D+1 0 S(Adj Spans) Building Code IBC 2018 Moment(Ft-lbs) -2133 @ 31'9 1/4" 8194 Passed(26%) 1.15 10 D+1.0 S(All Spans) Design Methodology:Aso Live Load Defl On) 0.190 @ 39' 1).762 Passed(20964) -- 1.0 D+1.0 5(Alt Spans) Member Pitch 4)12 Total Load Defl.(In) 0.287 @ 39' 1.016 Passed(2LJ638) -- 1.0 D+1.0 5(Alt Spans) •Deflection criteria LL(J240)and Tl(4180). •Overhang deflection cntena:t1(214240)and IL(2L/180) •Moment capacity over cantilever support 3 has been reduced by 25rb to lessen the effects of buckling •Allowed moment does not reflect the adjustment for the beam stability factor = 9fl i,fl ;on9ttt 4oad?lo fpoifs(p>4) :,n.. �� ^ . ..,`'. ' -"ad :!stow'' . Supports" ,.- );:' Avaigtil¢. Rayoircd • - Total Accea"t(ea . 1-Beveled Plate-SPF 5 so" 5 50" 3.50" 302 489 791 Blocking 2-eereled Plate-SPF 5 50" s.50" 3 50" 497 863 1360 Blocking 3-Beveled Plate-SPF 5 50" 5 SO" 3 50" 435 729 1164 Blocking -Blocking Panels arc assumed to carry no loads applied directly above them and the full load is applied to the member being designed. I.a a1 Bracing.: "". aaetn4lntervals . Sominerrf9 " Top Edge(tu) 12'5"oft Bottom Edge(Lu) 12'4"o/c -TJI joists are only analyzed using Maximum Allowable bracing solutions. 'Maximum allowable bacing intervals based on applied load _ - Dead ' SY}ow Vertical Load .,.unison" lire ' ,'(GAG) (1.1S) comments 1-Uniform(PSI) 0 to 39' 24" 15.0 25.0 Roof snow load Weyethaeuset'tibtes ' . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-I153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to mew weyerhaeuser coin/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator For- teWt9 Software Operator Job Notes 1/3/2022 6:47:02 PM UTC tarry Johnson Johnson Structural Engineering,Inc ForteWEB v3.2,Engine: V8.2.0.17,Data:V8.1.0.16 (406)565-2939 File Name: Raivo 22-395 larry@johnsonengineer.com IX'yetbacus✓ Page 1/1 1 F O R 8 E$.. MEMBER REPORT PASSED Level,Roof:Joist-RR1b 1 piece(s)117/8•'T)IQ 560 @ 16"OC Sloped tengot 31' 7 I/t" a,LT.fjy,,v5ukhS..:L;,s „/-12.," .;l211.r' 'P'+/p''`,1,:t ;f ;' �.:11, <11*1t' ;---11- !1Ss- a7.Baff •b%?JB..111'nt.t:1;4:Q.-,/1> 1:14 1 - '.;.,G'.,V.;ir s:.,.'e;S:i.,..::'n ,,TB1.1'sfYc w,i:,�11e,•.ts 1 s..555-11B11E 1,:,"V s:...' "'`" 9; '"1 tix,-,-21:11 gin. .B i1 ,: `.^Si-S'" '-a:"?5 .,:3., :e„d.` ,tic,, .u. `tSrri-::..'7 .,n'S.Ey. • 5p-ptiPv"`fi'.m'g.i,;;,;...i. .y:, cut Ly:..,J, 4yt'' s :.'.''•+..f _ "}4e;n', L �.i?r,:S 4,:£K".'N>''F«Fv',:ffi41,,ii,, ,A" r, 2. r, C),:ote4,”"( '',Af 6 12 L.: rf `2' 26' 2' 9+ 111 a AN location are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length'3/'11 7/16' Osign Results .Missal g Location, ,, . "ASowed -„ I ae1NL „ LOF Look Canhblaatiai(Pattern) System:Roof Member Reaction(Ibs) 818 @ 2'2 3/4" 4188(5.25") Passed(2056) 1.15 LO D+1.0 S(Adj Spans) Member Type- joist Building Use'Residential Shear(Ibs) 668 @ 2'5 1)2" 2358 Passed(28%) 1.15_ 1,0 D+1,0 5(kb Spans) Building cone-IBC 201s Moment(Ft-Ibs) 4344 @ 15' 10925 Passed(40%) 1.15 1.0 0+1.0 5(Alt Spans) Design Methodology ASD Live Load Defl.(m) 0 589 @ 15' 1.346 Passed(0548) -- 1 0 D+1 0 5(Alt Spans) Member Pitch 9/12 Total Load Defl.(in) 0.956 0 15' 1.795 Passed(L)338) -- 1.0 D+1.0 5(Alt Spans) • Deflection criteria:LL(L/240)and TL(1/180) •Ovei hang deflection criteria,LL(21/240)and TL(2L/180). •Allowed moment dues not reflect the adjustment for the beam stability factor .. .. - .,5sar q$Cen40r Loads t4 st4tratic(ibt) .- - " ...". 1-Beveled Plate-5PF 5.50" 5.50" 3 50" 316 502 818 Blocking 2-Beveled Plate-5Py 5.50" 5.50" 3.50" 316 502 818 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed, .. ..II. CdnmmmS LatcCatBriaL4ng .' .. .- - ' , Top Edge(Lu) 8'6'o(c Bottom Edge(Lu) 14'7"o/c •TII foists are only analyzea using Maximum Allowable bang solutions. 'Maximum allowable bracing intervals based on applied load. VCIt3t� 1eroNCA - r Dead " snow ffi9v .. J.5lpaejraj {8.49)..,- - (13s) Mmnrellls,. i,Uniform(PSF) 0 to 30' 16" 15.0 25.0 Root snow load . 1lVey'9t)18CUSgrJ �e6 .. Weyerhaeuser wet rants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software a not Intended to drcumvent the need for a design professional as determined by the authority having Jurisdiction.The designer of record,builder et framer is responsible to assure that this calculation is compatible with the overall project,Accessories(Rim Board,Blocking Panels and Squash Works)are nut designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested to accordance with applicable AS(M standards,For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weverhaeuser.com/woodproductsidocumenthbrary. The product application,Input design loads,dimensions and support information have been provided by FortetE8 Softicare Operator ForteWEtl software Operator lob Notes _--— - — _ 'Larry Johnson 1/3/2022 6:49:45 PM LITC Johnson Structural Engineering,Inc. ForteWEB v3.2, Engine.V8.2.0.17,Data:V8.1.0.16 (406)595-2939 larry@johnsonengineer rem Weyerhaeuser File Name:Raivo 22-395 Page 1/ 1 fa FORTE WYEB MEMBER REPORT PASSED Level,Roof: Drop Beam-RBI 1 piece(s)5 1/2"x 15"24F-V4 DF Glulam Overall Length:16' ;"In ns7Yr"v:y ,dFt ns:::,»+; .k:.'? - `;7a``;:, ;-:,�= ,,.;- A,,. :i v' .'v+- .:(g,.. :n.:;,ti',,: , yq s j�''Q:'s✓'u,.,�.h7""1 � �. "'vi: �:_ti+;:+".l'Sf "'T- � , :.:1\4 dFa0:w:4.. y3 4IF, .:fi;;;:i'..;, Yy':.. . . .,:u,,i��e,Wgs .g+(_ra:i'vc + :vp::.i, ,�y;4°iI»>:�.j,J "v"."{,,14v'rt&, :f,:..i:f<, q ,+.. �'i%' i,s`'.'.`t:(';' 0 •k r.. tt 16' 1 r o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Rantsnetutd I.00atton 'AsoPted. TUorsyU WO Lead:Comblrrltdoee(Pattern) System: ot Member Type :Drop Beam Member Reaction(ibs) 7520 @ 6 1/2" 28600(8.00") Passed(26%) -- 1 0 D+1,0 5(All Spans) Building use Residential Shear(Ibs) 5719 @ 1'11" 16761 Passed(34%) 1.15 1.0 D+1.0 5(All Spans) Building code:IBC 2018 Pos Moment(Ft-lbs) 26146 @ 8' 47438 Passed(55%) 1.15 1.0 D+1.0 5(All Spans) Design Methodology ASD Live Load Def.(in) 0.230 @ 8' 0.746 Passed(L/778) -- 1 0 D+1.0 5(All Spans) Member Pitch:0/12 Total Load Dell.(in) 0.376 @ 8' 0.994 Passed(L/476) -- 1 0 D+1.0 5(All Spans) •Deflection criteria:LL(L/240)and TL 1L/180) •Allowed moment does not reflect the adjustment far the beam stability factor •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=1t 11" •The effects of positive or negative camber have nut been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam,install with proper side up as indicated by the manufacturer • Applicable ceimladons are based on NDS s BeerBisLetgpY ` laada toSWpa?spbF}' SltppbFlS ). ' . rb1N): : Rwlt3bie nc9uired {'D�d.. _ Snow '4Dtal Acce%59ti46 1-Column Cap-steel 8.00" 8.00" J 1D" 2920 4600 75ID Blocking 2-Column Cap-steel 8.00" 8 00" 2.10" 2920 4600 7520 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the memoer being designed. Lateral Bracing. slums intros. Comments . . ' - ' Top Edge(Lu) 16'0/c Bottom Edge(Lu) 16'a/c 1 •Ma'imum allowable bracing intervals based on applied load. bead Spew verticalLoads, .; 4?t'eltat( d4: yriOtOTY W(6tff ;040 , (t•LS) . Comments. , o-Self Weight(PLY) 0 to 16' N/A 20.0 1-Unifoim(PLY) 0 to 16'(Top) N/A 345 0 575 0 Root snow load 1NeYet'ltaeliser Motes - - - Weyerhaeuser_warrants that the sizing of its products will ben accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.use of this software is not intended to circumvent the need for a design professional as determined by the authority havirg jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible wife the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)arc not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards,For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www weyethaeuser,cam/woodpraducts/domment-library The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator Fortewea Software Operator Job Notes 1/3/2022 8:19:32 PM UTC Larry Johnson Johnson structural Engineering,Inc ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (4061585-2939 File Name: Ralvo 22-395 lorry@Iohnsonengineer.com Weyerhaeuser Page 1/ 1 foil FORTE' WEB:' MEMBER REPORT PASSED 7 Level,Roof: Drop Beam-RB1 1 piece(s)5 1/2"x 18"24F-V4 DF Glulam Overall Length:16' ... .�.....�,,;...,...;fv,`:^r:{.a..,s;...,..w,r._..:,:.e.,y..�v ,�z.M�j . .. , 'r4bL3c. ,f. ,.,, .1; . . ";•q r ,{a, :'A.j': r ; t,. Rt u'vA. gq:,,'i''6''/;5,, y1✓.n011.}.,i...:1. itt,�*33�n`' :t'qr�'. ,� '(�i �.r .ti: ::v5 '�k� '"'ts:..� t �m� ai Ys?'«,, :„.:. " •..`...a.jG+r, ,g maF ^p;. •:. sit ih"5i1',, 0 ^.'(ry° `rut.-r8.:as'r^y^a �,,, °<6 „ :.t$'.rr;' ! "Y.",:.s;7",,,,:I`s`,:Y,.`,iki2,:.i�'n:l�!: "q� a 16' / //, 0 J All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. System'Roof DesiynAe5Hte8 $•oususi wows-, ', - Saum4 Smiu LRF LoartiCpfeinftton,;Patters) - Member TYPe:Drop seam Member Reaction(Ibs) 7553 @ 6 1/2" 28600(8.00") Passed(26%) 1.0 D+i 0 S(All Spans) Bugging Use Residential Shear Ohs) 5507 @ 2'2" 20114 Passed(27%) 1 15 1.0 D+1.0 S(All Spans) Bustling Code'IBC 2018 Po5 Moment(Ft-lbs) 26258 eh 8' 67400 Passed(39%) 1.15 _ 1.0 D.1 0 5(All Spans) Design Methodology r A5D Live Load Defl.(m) 0.133 @ 8' 0.746 Passed(L/999+) — 1 0 D+1.0 S(All Spans) Member Pitch'0/12 Total Load Deft(in) 0.219 41 8' 0 994 Passed(L/819) -- 1.0 D—1.0 S(NI Spans) •Deflection criteria.LL(L/240)and IL(4180). •Allowed moment does not reflect the adjustment for the beam stability factor •Critical positve moment adjusted by a volume factor of 0.99 that was calculated using length 1=14'11" •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.install with proper side up as indicated by the manufacturer •Applicable calculahons are based on ND5 ^n ` : : - " ._';,,y;tlearUt$Leeln r" . .',,,, LOOS ONNt9rpptts(&s) - . Slipipofrts' - Fpia('., .w;ra)iatt�.,3iegrAted ."ueaq ' --somv" soap •accessotfa " 1-Column Cap-steel 8 00" 8 00" 2.11" 2953 4600 7553 Blocking 2-Column Cap-steel B.BP 8 00" 2 11" 2953 4600 7553 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the loll load is applied to the member being designed. 1.4 eral gr :"8racrneuter,7p . BSIBBierds ' " Top Edge(Lu) " - 1h o/c..,, ., - Bottom Edge(Lu) 16'o/c 1 •Maximum allowable bracing rote als based on applied load °lime" inOW , XeRkat;toad6; -.1.... ,,,,,,,,,i�tfoei(ide).;::, TtitryWIdest (990)- '_(0.as)' CoasnentB 0-Self Weight(PLP) 0 to 16' N/A 29.1 -- 1-Uniform(PLF) 0 to 16'(Top) N/A 345,0 575 0 Roof snow load .. 'Weyerhaeuser tittUes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values,Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction The designer of record,builder or flamer is iesponsibie to assure that this calculatnn is compatible with the overall project,Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certfied to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been eauated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASrM standards For current code evaluation reports,Weyernaeuser product literature and installation details refer to www weverheeusecmm/woodoroducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software Operator Job Notes 2/3/2022 8:37:53 PM OTC Larry Johnson Johnson Structural Engineering,Inc. ForteWEB v3.2,Engine:V8.2.0.17, Data:V8.1.0.16 (406)585-Z939 larry@johnsonengineer.com Wcncrhacuse, File Name: Raivo 22-395 Page 1/ 1 FORTE EB` MEMBER REPORT PASSED (0 Level,Roof: Drop Beam-RB2 1 piece(s)5 1/2"x 18"24F-V4 DF Glulam Overall Length:24'6' IrIfirrgytjttt 1 ., yt vM,,'.Y, a�s^r .sY..?; .t.'�64�h..,..�..r..t,r,.d ;F,5%r,. ?r '}1.14 y,,ISne—CW: 2,7,`: [:Y)TS'r� r 'itIt ,"'--•x„`;a ;;a` *':'tiy,: „.. 'Y�`4 ;t' t:<6.Y 44ii� ia� 3,,P,y _".2ix.;;y r';:1;: ..rt "t r�". �i,.tfiPt't n:s} ",y.':". jG ;�, :X1.M1,. � %(Cox '.d �",.. �.4',::., .a,, A yy}}" c.;.. • k!,"T!-` a)i., jif" .;y;t' �.4:,V,:.r:.b.i;;e:c'-,. . r.'. a. i . 1 34 6' 7 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are honzontat. Design Resells." - AFtS fIoxaueit.,,,, Allowed : Result ,, ,, LOP_um*Caadtnatiwr(pattern) System Member Roof Type Member Reaction(Ibs) 8637 @ 6 1/2" 28600(8 00") Passed(30%) -- 1.0 D+10 5(All Spans) Member Type'Drop Beam Building Use Residential Shear(Ibs) 7109 @ 2'2" 20114 Passed(35%) 1.15 1.0 D+SAS(All Spans) Building Code MC 2018 Pos Moment(Ft-lbs) 48327 @ 12'3" 64428 Passed(75%) 1.15_ 1 0 D+1.0 S(All Spans) Design Methodology:A5D Live Load Defl.(m) 0 607 @ 12'3" 1 121 Passed(Lf463) -- 1.0 D+1.0 5(All Spans) Member Pitch'0p2 Total Load Defl,(in) 0.991 @ 12'3" 1.561 Passed(L/283) -- 1.0 D+1.0 5(All Spans) •Deflection criteria:LL(4240)and TL(1/180). •Allowed moment does not reflect the adjustment for the beam stability factor •Critical positive moment adjusted by a volume factor of 0.94 that was calculated using length L=23'5'. • The effects of positive or negative camber have not been accounted for when calculating deflection •The specified glulm is assumed to have its strong laminations at the bottom of the beam Install with proper side up as indicated by the manufacturer •Applicable calculations are based on NOS. �aralp. ,. - i -,(,Or»lefi5tgF>O+L,ailbsl ..,. Supparts T,emi`, AxaliBBle"" 'Ne jut @di . 4md . S mY Total ASaww,fia' 1-Column Cap-steel a.00" 8 Ott" 2.42" 3345 5292 8637 Blocking 2-Column Cap-steel 8 00" 8 00" 2A2" 3J45 5292 8637 Blocking •Biocang Panels are assumed to carry no loads applied directly above them and the full load w applied to the member being designed terw 'i,"-'. ,", 4 ri,T,C �&I.,0b',,,,,r CeRY1rrleN: . .w Top Edge(Lu) 24'6"o/c Bottom Edge(Lu) 24'6"o/c •Maximum allowable bracing intervals based on applied load — ( '. -. (..-' . Dead Snow - VettlCaF4.a.$�., teeS,Or) ,1-,'t,✓ i,1 .,. ,�. ,., - Width =7"{fL9(p "(1•I53, Comnle!Rs - • 0-Self Weight(PLF) 0 to 24'6" N/A 24.1 -- 1-Uniform(PIE) 0 to 24'6"(Top) N/A 249.0 432 0 Root snow load Werterhaeu*erNates , ' : . . - , , , . Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values,Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software;s not intended to circumvent the need for a design professional as determined by the authority having JurisdrRion The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessones(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software_Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards For current code evaluation reports Weyerhaeuser product literature and installation drtails refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Larry Johnson 1/3(2022 8:30.28 PM UTC Johnson Structural Engineering,Inc ForteWEB v3.2,Engine.V8.2.0.17,Data:V8.1.0,16 (406)585-2939 iarryim)ohnsonengineer,com weiy,1neuser File Name: Rarvo 22-395 Page 1/1 FORTE" wE ' MEMBER REPORT PASSED (f Level,Wall:Column-R82 1 piece(s)6 x 6 OF No.1 Wall Height: 10' Member Height:9'7 1/2" Tributary Width: 1' • h`'"" �.• �BSt$f113+36U2ES - Aekeet ..,,, .,.Aflnwed ResWk. IDE ,{,.pad:CnM)rination `:"rt':'`': Slenderness 21 50 Passed(42%) -- -- I Compression(Ibs) 8E37 23282 Passed(37%) 1.15 1.0 D+1.0 S Plate Bearing(Ibs) 8637 12856 Passed(67%) -- 1.0 D+1.0 S Lateral Reaction(Ibs) 71 _ — -- 1.60 1.0 D+0 6 W j - 1 Lateral Shear(Ibs) 65 5485 Passed(1%) 1.60 1.0 D+0.6 W t Lateral Moment(ft-Ibs) 172 La mid-span 4437 Passed{4%) 1.60 1.0 D+0.6 W _ Total Deflection(in) 0.06 @ mid-span 0.96 Passed(L/1946) -- 1.0 D+0.45 W+0.75 L+0.75 5 •{ Bending/Compression 0.44 1 Passed(44%) 1.15 1.0 D 4 1.0 5 • Lateral deflection criteria.Wind(L1120) •Input axial load eccentricity for this design is 19.67%of applicable member side dimension •Applicable calculations are based on NDS. y 1 •This product has a square cross section The analysis engine has checked both edge and plant orientations to allow the either installation f ,' , ' Type , _ : MBtbdal _ System wsll _ _ Top Db12X Spruce-Pine-Fir member Type Column r " BaseBuilding Code IBC 2018 ZX Spruce-Pine-Fir ..x+.� Design Methodology.ASD Drawing is Conceplual MsBanked-Length. "- commits 8' `^eDPn� . " CgYMbCteE T JModa1 . .. _CpneeGWMNai�y - . Top Nails Bd x 2.5"Box(Toe" 1 N/A Base Nails 8d x 2 5"Box(Toe) I N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2•plate poor to placement of the top 2r of the double top plate assembly. Pvw, $r Vertki$441d/it ,1",Ti ktdaH Witl-i - ": 09dj - •;'1,-,c 2panmBnks _ a-Point(05) NIA 3345 5292 RB2 reaction ., e ` .,:., ., , ' -.Wind - _ ' _ -, •' — - S WalN- (t,�_, y cpmntenEs 1-Uniform(PSF) Full Length I' 24.7 •ASCE/sEl 7 Sec 30.4 Exposure Category(in),Mean Roof Height(33'),Topographic Factor(10),wind Drramonality Factor(0.65),Basic Wind Speed(115),Risk Category(JI),Effective Wind Area determined using full member span and tnb width. •IBC Table 1604.3,footnote f:Deflection checks are performed using 42%of this lateral wind load. Weyerhaeuser warrants that the suing of its products will be in accordance with Weyerhaeuser product design cntena and published design values Weyerhaeuser expressly disclaims any other warranties related to the software,Use of the software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer rs responsible to assure that this calculation is compatible with the overall project Accessories(Run Board,Blocking Panels and Squash Blocks)are not designed by this software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and BR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to wow.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator FortewEs software Operator Job Notes 1/3/2072 9:0630 PM UTC Larry Johnson Johnson Stwctural Engineering,Me ForteWEB v3.2,Engine:V8.2.0.17,Oath:V8.1.0.16 (906)S95-2939 tarry@sohnsonengineer.com Wcyerhaeuser File Name:Raivo 22-395 Page 1/ 1 iFORTE WEB MEMBER REPORT PASSED lZ Level,Wall: Header-Hi 1 piece(s)5 1/2"x 12"24F-V4 DF Glulam Overall Length:20' ;.,,,:'pfr. '"' ='ei ,'t:'=+u ,,, x ; ...„y: ;bi0f.' .iv,.f_,„ ¶ .f '. ' -4ft-.c ? '`'si. ':• p yls `:ar :x.;:-,: .', ef ^,.` F aa6 ."-if .: 30 d i 10 ilt ilk ,I E o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Resells• l' iloogiOLAoaNun. - Mowai/ tin* LRP (Pattern) System'Walt Member Type Header Member Reaction(ibs) 826 @ 0 5363(1.50') Passed(150/0) -- 1.0 D+1 0 S(Alt Spans) Building use'Residential Shear(Ibs) 1907 @ 11'6' 13409 Passed(S%) 1.15 1.0 D+1.0 5(All Spans) Building Code'IBC 2018 Pos Moment(Ft-lbs) 1610 @ 16 1 1/4" 30360 Passed(5%) 1.15 1 0 D+1.0 S(Alt Spans) Design Methodology'ASD Neg Moment(Ft-lbs) -2651 @ 10' 23403 Passed(11%) 1.15 1 0 D+1.0 S(All Spans) Live Load Def (m) 0.009 @ 4'6 1/4" 0 333 Passed(L/999+) -- 1.0 D a 1.0 S(Alt Spans) Total Load Def.(in) 0.016 @ 15'7 7/16" 0.500 Passed(L/999+) -- 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment cost not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted bye volume factor of 1 00 that was calculated using length L=7'9 9/16" •Critical negative moment adjusted by a volume factor of 100 that was calculated using length L=5'. •The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indirated by the manufacturer • APPllcable calculations are based on N0.5. . - '9E.111'0 4nytR" .Loadsta SYPPOite(el - '• „ „" gttApprt{•. __ ,7gmt ,' Avai(a6fe�Jtege$fea lfa0e .5amv. Taal R of9ea. - , 1-Trimmer-5PF 1 50" 150" 1 50" 420 406 826 None 2-Tnmmer-5PF 12.00" 12.00' 1.50" 1401 1250 2651 None 3-Trimmer-5PF 150" 150" 1.50" 420 406 626 None Lateral era.. . - - atacleeTetravals - ' Commelts. ' . ' ' - Trip Edge Win 20'o/c Bottom Edge(Lu) 20'o/c •Ma.imum albwable bracing intervals based on applied load. : .'.' Read '. Snow 1feH tf.,0 1- i ,- a..•:--'' 4rleutFF141 4 , WSR} ' ' p?. 5)' CwaMents. 0-Self Weight(PLF) 0 to 20' N/A 16 0 — 1-Uniform(Per) 0 to 20' 4' 15.0 25.0 Roof snow load 2-Uniform(PSF) 0 to 20' 3' 12 0 - Wall load W.BYBt'110H17Ser N4Yes . . -. . .. , - . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other wananties related to the software.Use of this software is not intended to orcumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the oven all project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/er tested in accordance with applicable ASTM standards,For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www wcye,haea,cr com/woodproducts/daaiment-tinny The product application,input design loads,dimensions and support informatun have been provided by ForteWE6 Software Operator FortaWes software Operator lob Notes 1/3/2022 9:16:25 PM UTC Larry Johnson Johnson structural Engineering,Inc. ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 carry@johnsonengineeccom IXtlerlucuerr File Name. Raivo 22-395 Page 1/ 1 i F O R T E WEB:: MEMBER REPORT PASSED 0 Level,Wall: Header-H2 2 piece(s)2 x 8 DF No.2 Overall Length:3 6' -+s„.7,%.r •;';awrc''' "s, ..: .;?.; -,,,i. `%N?i`l.N:.i4!}',. yF":`.': '1:s.-,.:.i .`ass` .,) i_ '": :-✓' ';-:4':.'..i :v r�:�l Wiry GE''l`T dPn .�' .':.ti. �^.P�.;...�� � P 'r):.Y.. .. ✓'. "`✓ �Y.fi•, { Y::, r �'r'v :'� P.L.,,.; ruCr,',•'. ..1'F'.:e�.c l,a'.fi ds' `",;? "' a.s.d'. ;%. r:'..y, ,, �, fi ,r "'1 Q .. v=FY.'d✓:Mr%r `?71.;.r,.-. an Y.$W. ,.n tu::;. 'ix..,.. U y.. - . . .. - - . /11 ;.6.. Q 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ifeSignResults " "Amore Lacatten. . Allowed " Result LDS toad:Combination(Pattern) , System:Wall Member Reaction(Ibs) 1144 @ 0 2813(1.50") Passed(41%) -- 1.0 D+1.0 5(All Spans) Member Type Header Building Use Residential Shear(lbs) 667 @ 8 3/4" 3002 Passed(22%) 1.15 1.0 D+1.0 5(All Spans) Building Code IBC 2018 Moment(Ft-lbs) 1001 @ 1'9" 2720 Passed(37%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology•ASD Live Load Defl.(in) 0.008 @ 1'9" 0 117 Passed(L/999+) -- 1.0 0+1.0 5(All Spans) Total Load Defl.(m) 0.014 @ 1'9" 0 175 Passed(L/999+) -- 1.0 0+1.0 S(All Spans) • Deflernon criteria-LL(L/360)and TL(1240) •Allowed moment does not reflect the acjusiment for the beam stability factor. • Applicable calculations are based on NDS :'Beartng'iMstB _ 9Amtata StgWMs{t6aj " SUp}jEtrFS..' 'Mai jr"Availabta ReiuuLed Dread . snow Total.Aceeasoilet ', 1-Tnmmer-SPF 1.50" 1.50" 3.50" 987 656 1143 None 2-Trimmer-SPt I.50" 1.50" 1.50" 48/ 656 1143 None Lateral Bracing .BMacmp,rateret! ,, Comments . , - . ' , Top Edge(Lu) 3'6"o/c Bottom Edge(Lu) 3'6"We •Maximum allowable bracing intervals based on applied load. ., , D Sggw ;.'_ .. . .. . 1NdF11 „tD.AQ).' {5.15) CommenW,VCrGCei toads.. Ldcatleh� 7ti6utnty, " 0,tied Weight(PLF) 0 to 3'6" N/A 5.5 -- 1-Uniform(P5F) 0 to 3'6" 15' 15.0 25.0 Roof snow load 2-Uniform(P5F) 0 to 3'6" 4' 12.0 - Well load 'yVeXeNWIDtT9erN18tCS" .. .. .. , . . - . . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authonty having jurisdiction The designer of record,builder or framer is responsible to assure that this calculation is compatrbie with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by lCC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www weyerhaeuser coin/woodproducta/document-6bray. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 1/3/2022 9:21:42 PM UTC Larry Johnson Johnson Structural Engineering,Inc ForteWEB v3.2,Engine:V8.2.0.17, Data:V8.1.0.16 (406)585-2939 carry@johnsonengineer.com ixtycrliacusu File Name:Raivo 22-395 Page 1/ 1 Johnson Structural Engineering, Inc. Project: CIuo 5r< 152 W. Short St. Job No.: 72 Bozeman, MT 59715 (406) 585-2939 phone Date: Y' Tarry@jo/hnsonengineer.com // Sheet No.: / ff f ore. prti,i_ raric Wrin cep twaLree�-s MG 1& filerWt - hi J $ ay✓ =/D•�SI ' 1J K rook- raHer Ytuctce„ r W oce = /Zs4/ Gtsc �ZS, s/ 0z) 13/4Gx/lg"C✓G� (kbfrialfr our 4/ Gvrcu IV 4 —(*4 o4 ro 1, re lifts. -- g / 0. — _ 3G5r 41/2 tvoI{r4. (frzI ) Zx/D DF' z--C (P01, t, 1714 r = I(-S Die- 15°4-, I l g l tx//l6r ?-3 7T/b *SL toc d 41,1S , � c' (fie S) z x6 Kl'K gi"'r= < !o•' JJ r 4,w1. - 5 - 71' Uv Iz)Y4x ¢ {�'JJ r/°k&ei/bi. O 2x agf 6'ZC/6 Do/,� Im, peck- ow F t scav, ,1I8t8' 2X134z_=foal-- �ortri�, e 5 ��'xl Jar ��Se �k �f Z OSe_ ) 8`xgr:,�.,/(/' 'uq a)- (rate_ arrS — gZ'¢- 5 eau-t /d.5 r lrily, Lc ' (?- 4 xe seas(' - 1© chto/s-4,,,,e_= 4- W o2Kz;,c r ;4r pia k roe 4x/2o Cssvision 1 3.s 1c.�. 7 / Gro1,- 7 x17e, = F v i FO R t MEMBER REPORT PASSED /SI Level,Roof: Drop Beam-RB3 1 piece(s)6 x 8 DF No.2 Overa'.:Length'.9' sr J: "ci?�,p;.,i`'"d"C;''�,`tP,." let".:'.:st 'a 5.;:w„i r._ �[:�".er ;d.: : - ::Ni'.'w=.,...4.,'Y. T=`y�M`n•' .--, ` 0.1.9'i °w' .'i':'a ' . _ `2;':of - :i,I^-' 7!:;ii'r s rsf, 1± .,„ ;s"„;„y:�v ..;.4rrm.r.' Y"' '''tt(c'd'f;n,F0,::sgs:i, `:%✓':'�% ,."-ixb+' , 3%'-• -'P s; ,V4f,J" �Ay s :f>Iw s %'i ''„?.,-.4;^a �^ +r • . "4; ... , ".,,i:*1r:wCs' 1;;'e%:..'`a='> 2.':'i',-:`'F.337:.:. YY:*°;sr ;3,'"«"s'w.", lf.':a""„'rif 0 {i g' NNNtttta444 / N E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal Design R#NIt . Actual 0 Wcafms. A@owed Result OF toed:COUWIIaHon(Pattern) System:Roof Member Type Drop Beam Member Reaction(Ibs) 1172 @ 4" 18906(5.50") Passed(6%) -- 1.0 D+1.0 S(All Spans) Building use'Residential Shear(Ibs) 890 @ 1'1" 5376 Passed(17°lu) 1.15 1.0 D-1.0 S(All Spans) Building Code:IBC 2018 Moment(Ft-lbs) 2261 @ 4'6" 3706 Passed(614/0) 1.15 1.0 D+1.0 5(All Spans) Design Methodology-Aso Live Load Dell.(in) 0.067 @ 4'6" 0.417 Passed(L/999+) -- 1 0 D+1.0 S(All Spans) Member Pitch'0/12 Total Load Dell.(in) 0.112 @ 4'6" 0.556 Passed(L/889) -- 1 0 D-1.0 5(All Spans) •Deflection criteria:LL(L/240)and TL(1)180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. BearfngtRnRtb ..initto s1113107i5 ' _ Supports ; . " : . - ' 'Totel:-; AyalIepte)'gegi4egd'--Dead' Snow c• tarot Acclssc i,Y:, ' 1-Column Cap-steel 5.50' S.SP' 1.30 469 703 1172 Blocking 2-Column Cap-steel 5.50 5.50 1.50 469 703 1172 Blocking •Blocking Panels am assumed to carry no loads applied deedly above them and the full load is applied to the member being designed. Top Edge(Lu) 9'o/c Bottom Edge(Lu) 9'o/c 'Maximum allowable bracing Intervals based on applied load. pearl snow verticaii tc. . ,.togeat(SHe)" "T isatanf ninth , toss) (Ms)• Comments . 0-Self Weight(P1F) 0 to 9' N/A 10.4 -- 1-uniform(P5F) 0 to 9'(Top) 6'3" 150 250 Roof snow load VI18y@Ci'ilAl, lls61'f74t .. . . . . • . Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cntena and published design values Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to arcumyent the need fora design professional as determined by the authority having jurisdiction.The designer of record,balder or framer is responsible to assure that this calculation is compatible with the overall protect.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports 6R-1153 anc E5R-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyernaeuser product literature and installation details refer to www.weyerhaeuser.mmJwoodproducts/document-library. The product application,input design loads,dimensions and support information have been piovided by RortCWEB Software Operator ForteWEB Software Operator cab Notes 1/3/2022 9:36:52 PM UTC Larry Johnson Johnson structural Engineering,Inc. ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 IarryisjOhnsonengineer.com Weyer aeiuer File Name: Raivo 22-395 Page 1/ 1 4 i FORTE= MEMBER REPORT PASSED 4.6 Level,Wall: Header-H3 2 piece(s)1 3/4"x 11 7/8"2.0E Microllam®LVL Overall Length: 10'6' zYi * 'r .'Y s4 " a. 1..;. s?' ;; /;r 1.,0 M r'f"..,,.k.ta i.%✓e:. isP ?� Nfrt1h� : :V2:?,fa;, . ,i:- v : $ :,J::. k'' x :}1i3t...:Y_r^" t•r'2l l 'k.'s'4itt ;e'ile�( FO?/ �(),rW '<bh::,;c.: . "ITa. `7,V v rej CYRr730}sp141 W,,j,,,. ,,;(:: -,:..`t :j[q `c._q. _ + *54:aft w,}Yi .4si:y";7+P '':vri <• ::,- e x ;/ll.,, It,,M:GyeA 0 El E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal Actual 0Locatio 'M owed Mowed Result Me Lees:Comblabdon(Pattem) System,Wall Design ResultsMember Type.Header Member Reaction(Ibs) 2080 @ 0 3806(1.50") Passed(55%) -- 1.0 0+1.0 5(All Spans) Building use Residential Shear(Ibs) 1638 @ 1'1 3/8" 9081 Passed(18%) 1.15 1.0 D+1.0 S(All Spans) Building Code IBC 2018 Moment(Ft-Ibs) 5459 @ 5'3" 20525 Passed(27%) 1.15 1.0 D+1.0 5(All Spans) Design Methodology ASD Live Load Dell.(in) 0.082 @ 5'3" 0.350 Passed(L/999+) — 1.0 D -1 0 5(All Spans) Total Load Dell.(in) 0.126 @ 5'3" 0.525 Passed(L/999+) -- 1 0 D+1.0 5(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor : - . 'Qcaria9 imt9th Loads to5rpporls(Ibs)- .. . slal.;.4144!*1a it?4idt# Dead 9eow 'IOU(Acc?rtiea.. - SttppDrts :, .. � . ,. . .. ..T 1-Trimmer-5PF 1,50" 150" 1.55" 720 1360 2080 None 2-Trimmer-SPE 1.50' 1.50" 1 50" 720 1360 2080 None : - _..Dr'ftGIpB.IM¢rMaK , CPatrRen7S - - •" t01ete1 STi1Ctp9 ., H . . Top Edge(Lu) 10'6"of Bottom Eage(Lu) 10'6"Oft •Maximum allowable bracing intervals based on applied load, . r .. . peae Snow - VetlAeatloads`, ' , ,tie$104 TdbutarY-WidRh (954} .'(4 ) Comments 0-Self Weight(PLF) 0 to 10'6" N/A 12.1 -- 1-Uniform(PLF) 0 to 10'6" N/A 125 0 259.0 I Roof snow load • Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software Use or the software is not intended to dreumvent the need for a design professional as determined by the authority having jurisdiction The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blacks)are not designed by this software.Products manufactured at Weyerhaeuser fealties are third-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-I3R7 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-library The product application,input design loans,dimensions and support information have been provided oy ForteWEB Software Operator ForteWEB software operator Job Notes 1/3/2022 10:36:18 PM UTC Larry Johnson Johnson Structural Engineering,Inc, ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)s85-2939 File Name:Raivo 22-395 harry@johnsonengineercom IX'eyerhaeuss Page 1) 1 1 FORTE- B MEMBER REPORT PASSED /7 Level,Wall:Column-H3 3 piece(s)2 x 6 OF No.2 Wall Height: 12' Member Height: 11'7 1/2" Tributary Width: 5'6" Design Results ' - ' Actual Mowed Reside -LOA load:CAmbiaatloa ' • :-';Tads=.::- Slenderness 25 50 Passed(51%) -- -- Compression(Ibs) 2080 12891 Passed(16%) 1.15 1.0 D+1 0 S Plate Bearing(Ibs) 2080 10519 Passed(20%) 1.0 D+1.0 S 6 Lateral Reaction(Ibs) 452 -- -- 1.60 1.0 D+0.6 W Lateral Shear(Ibs) 416 4752 Passed(9%) 1.60 10 D+0.6 W Lateral Moment(ft-lbs) 1314 Lgi mid-span 3513 Passed(37%) 1.60 1.0 D+0.6 W d i Total Deflection(in) 0.23©mid-span 1.16 Passed(L/600) -- 1.0 D+0.6 W d , Bending/Compression 0 41 1 Passed(41%) 1.60 1.0 D+0.6 W I •Lateral deflection critena.Wind(1120) ^'' { •Input axial load eccentricity for this design is 1o.67%of applicable member side dimension ..i •Applicable calculations are based on NDS } •The column stabibty factor(HI=0.6)applied to this design assumes nailed built-up columns per NDS section 15 3 3.For Wevemaeuser ELP products refer to )I • ' 1 the U.S.Wail Guide for multiple-member connection regmremenls '.. Sapport's I rvre Malarial System wan TopDb12X Spruce-Pine-Fir Member type column Building Code IBC 2018 Base 2X Spruce-Pine-Fir Design MettiodologY'ASO Drawing is Conceptual Maat nbraced Length "- cuthmeets " 8' Lateral Connections: : . , , . . ' 1uPWrts : 1 4.rra..ei.Mr . . Thaa(Mtipdd. . quafdxy Coanectareareg Top Nails led x 3"Box(End) 6 N/A Base Nails 1od x 3"Box(End) 6 N/A •Nailed connection at the top of the member a assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. _ _ Sllaflr 5':.9ead" Xertlglod tlbumy!MOIL ,;,�(0.9d) . (Ms) 4enmenis . , 1-Porn!,(lb) N/A 720 1360 H3 reaction • . . Lateral Leary;,;-/ . . °'�L6catioajj ...7Y�1uI8tyW`idtlt. :. .-(]:fi9}. CWllatemB . . 1•Uniform(PSF) Full Length 5'6" 23.6 •ASCEJSEI 7 Sec.30.4 Exposure Category(B),Mean Roof Height(33'),Topographtc Factor(1.0),Wind Directionality Factor(0.85),Basic Wind Speed(115),Risk Category(11),Effective Wind Area determined using full member span and fob,width. •IBC Table 1604 3,footnote f.Deflection checks are performed using 42%of this lateral wind load • . . . WBygltfaP4tSp1'NDttl$-- . Weyerhaeuser warrants that the song of its products sell be n accordance with Weyerhaeuser product design criteria and published demon values Weyerhaeuser expressly ditclams any other warranties related to the software.Use of this software rs not intended to dreumvent the need for a design professional as determined by the authority having Jurisdiction The designer of record,budder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software,Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and E5R-1382 and/or tested in accordance with applicable ASTM standards For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www weyerhaeuser com/woodproducts/document-library The product application,input design loads,dimensions and support information have barn provided by ForteWEe Software Operator ForteWEB Software Operator Job Notes 1/3/20221039:27 PM UTC 'Larry Johnson Johnson Structural Engineering,Inc. ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 larry@johnsonengineer com Weyerhaeuser File Name. Raivo 22-395 Page 1/ 1 FORTE' 1NE)1: MEMBER REPORT PASSED s Level,Wall:Header-H4 2 piece(s)2 x 10 DF No.2 Overall Leigxn:6 6' y FM�},`n a ., ,;�„(%;P r�^r: � pl: -;3...:=.e�`,•ry�, .i'p:fYc .,�.''-1%'.',-`�:°;Y°'.tbbgg'{,'4`"4': {.�"-1,/:{/;,..=§ ,...'s�'r,� xrYs"�'.Tr..",ir.. ,.5.�, %ss; #. 'Sin"., f,: ^::1,P:`" '. '::9r'. '!(4%!- 6 ;',.� ;"� "^1t:i '; fye,:?: F;. E qp i .r--' a.: .qi,.:..{..":.v t t,:s~;ar,", ;'�rz`r."t,",1 `rc"}.91• ✓'';', hfiL1 . "ss;,' %" `.3"e' ,i%'u " .,cif:.-. ..r, y;. Q .i.E'ri`K,vl'Trl.,` w: ..ws ;''ki'.,., _, '."`:i'. . ,^P.:,` ;;;:'r::,sa'.: .0, t::.",,.v 0 k 6'6 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Degtge Results , — . Aab ,@ adtedatignr 'AtMN'ed " ,Reyalt ' LOB Load:Cornhirwdpn(Pattern) i System Wall Member Type'Header Member Reaction(Ibs) 1918 @ 0 2813(1.50") Passed(68%) -- 1 0 D+1.0 S(All Spans) Building Use Residential Shear(Ibs) 1389 @ 10 3/4" 3830 Passed(36%/0) 1.15 1.0 D+1.0 5(All Spans) Building Code IBC 2018 Moment(Ft-lbs) 3116 @ 3'3" 4059 Passed(77%) 1 15 1.0 D+1.0 5(All Spans) Design Methodology'ASO Live Load Deft(In) 0.046 @ 3'3" 0 217 Passed(L/999+) — 1.0 D+1.0 S(All Spans) Total Load Den.(in) 0.075 @ 3'3" 0.325 Passed(L/999+) -- 1.0 D+1.0 5(All Spans) Deflection criteria:LL(L/360)and n(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS . • . eeif,RBLetptip . . . LoadeW Supports(i6+) . $Upjlotts .T,akal{; Araf q,-3a9rdt¢d tread Snow 'iptai' Ax,ses; 6. - ... 1-Trimmer-SPF 1.50" 1.50" 150" 731 1186 1917 None 2-Trimmer-SPF L50" 1.50" S.50" 731 1186 1917 None tsterat Bracing-:; ':J: " ;:.pmtrna t*r.01, 'et,,,',tppfinents .. Top Edge(Lu) 6'6"o/c Bottom Edge(Lu) 6'6"o/c -Maximum allowable bracing intervals based on applied load. Vertiialtoads' Leaden. .,:..." T WMth " (salt) (1.1$) .' camaents 0-Self Weight(PIE) 0 to 6 6" N/A 7.0 -- 1-Uniform(PLF) 0 to 6'6° N/A 218 0 365.0 Roof snow load wette+ttaeuser Nbtes ' Weyerhaeuser warrants that the sizing of its products MI be in accordance with Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,budder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software Products manufactured at Weyerhaeuser laelmes are third-parry certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www weyerhaeuser coin/woodproduCtS/document-library The product apptcabon,input design loads,dimensions and support information have been provided by ForteWEB Software Operator eorteW EB Software Operator Job Notes 1/3/2022 10:50:50 PM UTC tarry n ilohnson on Structural Engineering,Ina ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 lorry@johnsonengineer coin Weyerhaeuser Fie Name:Raivo 22-395 Page 1/ 1 t FORT G MEMBER REPORT PASSED // Level,Wall:Header-H4a 2 piece(s)2 x 10 DF No.2 Overall Length:4' fb'a :.'t,,,-•, v+.'.'2:...._.v:.' °::rg�"' ': ;^"fir.:"y'i°S":; ":' ii.^'.,tmg,:,w{a'"p.: ..:vd`11:.ww;, ,.'SA' !ar';•,i °. " :{ 'l 4...':., zE '1" wrY'..`',. •tre!',"'A ,sT /� ` 3 `e " be '1." yer � ti•£<3'�'� f:8e.•,r..:.".ea S.. 2'✓. '. �.';y?,:"., iw is53. �':'Nyrr �^xr + `,s`. •:it;r( a'f'isr"%�a7,:„A; , s'` ':-: .,v,,:'{ix«. >r_"stelb: 0 j,.AS'. ✓kr;:c :.ckv!i.s,d'a' ''f;' "t u,.i„";+c`(a�.»^3...}�J.::,r y,,y ."r,✓:'";i"?$r 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. @Si�ii esufls. : Aatu01®lOWtlWr,.,,r A�C.W86 RkselF.. ., LQF _4oBd:'CgobmTtion{RttkerR), System Wan Member Reaction(Ibs) 1180 @ 0 2813(1.50") Passed(42%) -- 1.0 0+1.0 S(All Spans) Member Type Header Building Use Reuden10C20tial Shear(Ibs) 651 @ 10 3.14" 3830 Passed(17%) _ 1,15 1.0 D+1.0 5(All Spans) Building : dtng Code 18C 2ois Moment(Ft-lbs) 1180 @ 2' 4059 Passed(29n/a) 1.15 1.0 D+1.0 5(All Spans) Design Methodology Aso Live Load Defl.On) 0.007 @ 2' 0 133 Passed(L/999+) -- 1 0 D+1.0 S(All Spans) Total Load Defl.(in) 0.011 @ 2' 0.200 Passed(L/999+) -- 1.0 D+1.0 5(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NOS _ dag teiptft . . • °^ .. - Stptft$s Wat'7 sea[ste1ed,., 'Wit" wWaiotPt sit to3 tal AL vis,. ;t 1-Trimmer-SPF 1.50" 150" 1.50" 450 730 1180 None 2-Trimmer-Ste 1.50" 1.50" 1.50" 950 730 1180 Note Lateral Top Edge(Lu) 4'o/c •r _ .. Bottom Edge(Lu) 4'n/c -Maximum allowable bracing intervals based on applied load Wads ..... - 1-Selfl P ( ) 0to4SSW ( ') ,�, .. O��OCAty.Orl.;.•',. 'TftBoCtlkif':.; r .- {osa : � <xsI- comments 0-Self Weight PLFN/A7.0 N/A 218.0 365.0 Roof snow load Weyerhaeuser warrants that the sung of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.use of thus software is not intended to circumvent the need foe a design professional as detc•nevned by the authority having Junsdretian The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by the software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyethaeuser.stem/woodproducs/docurnent-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator farteW EB Software Operator lob Notes 1/3/2022 10:52:37 PM UTC Larry Johnson Johnson structural Engineering,Inc. ForteWEB v3.2,Engine:98.2.0.17,Data:98.1.0.16 (406)58S-2939 laary@Johneonengmeer.com Wcrcrhutuscr File Name: Raivo 22-395 Page 1/1 FORTE'CLO8 MEMBER REPOR1 PASSED 20 Level,Wall:Column-H4 3 piece(s)2 x 6 DF No.2 Wall Height: 11'6" Member Height: 11' 1 1/2" Tributary Width: 5' Yc,'. in♦ Re Results - kcwel mowed Result - !UN Load:Combination ' , iv.. i 4-F...FiFF'v Slenderness 24 50 Passed(49%) -- -- % Compression(Ibs) 3097 12891 Passed(24°/0) 1.15 1.0 D+1.0 S i Plate Beanng(Ibs) 3097 10519 Passed(29%) -- 1.0 D+1.0 S Lateral Reaction(Ibs) 397 -- -- 1.60 1.0 D+0.6 W Lateral Shear(Ibs) 364 4752 Passed(8%) 1.60 1.0 D+0.6 W Lateral Moment(ft-Ibs) 1104©mid-span 3513 Passed(31%) 1.60 1.0 D+0.6 W Total Deflection(In) 0.18©mid-span 1.11 Passed(L/722) -- 1.0 D+0.6 W in Bending/Compression 0 37 1 Passed(37%) 1.60 1.0 D+0.45 W+0 75 L+0.75 S '4 ' •Lateral deflection aitena.Wand(14120) •Input axial load eccentricity for this design is 16.67%of applicable member side dimension. I •Applicable calculations are based on NOS. y •The column stability factor(Kf=0 6)applied to this design assumes nailed built-up columns per NOS section 15 3.3 For Weyernaeuser ELP products refer to the U 5.Wall Guide for multiple-member connection requirements, • stem Wall Supports Type masersMember Type,Column Top Dbl 2X Spruce-Pine-Fa - Building Code IBC 2016 ::'" .?.'' Op'Y"� Base 2X Spruce-Pine-Fir Design MetfiudologY.450 m Drawing is Conceptual ,Max Retraced Length _ c4susenes 8 Lasai,Connections--^ ' - - �ippoHs <And<etor. T */Mods 4uaen#Y - . 4brinactor Natilg.. Top Nails 10d x 3"Box(End) 5 N/A Base Nails led x 3' Box(End) 5 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2r plate prior to placement of the top 2x of the double top plate assembly. , Soov. TemutarrWMdt.. fOSS). ,':: .: 0.35) Gomm 1-Point(lb) N/A 1181 1916 H4 reaction Latesttoa6- "' ,„. 1-Uniform(PSF) Full Length 5' 23.8 •ASCE/SE1 7 Sec.30.4'Exposure Category(B),Mean Roof Height(33'),Topographic factor(1.0),Wind Directionality Factor(0.85),Basic Wind Speed(115),Risk Category(II),Effective Wind Area determined using full member span and trib width •IBC Table 1604.3,footnote f:Deflection checks are performed using 42%of this lateral wind load. . . - Weyaeuser usat't$p 'e. - . . Weyerhaeuser warare.that the song of its products will be in accordance with Weyerhaeuser product design Criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended t circumvent the need for a design professional as determined by the authority having jurisdiction The oeslgner of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blacks)ate not designed by this software,Products manufactured at Weyerhaeuser cord are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-E5 under evaluation reports ESR-1153 and ESR-t 387 and/or tested inn accordance with applicable ASTM standards.For arrant code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser coo/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteW EB Software Operator 'Fortewea software operator Job Notes 1/3/2022 10:56:07 PM UTC Larry Iohnson Johnson structural Engineering,Inc. ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-299 File Name:Raivo 22-395 larry@7ohnsonengineer.com Wcycrhaueer Page 1/ 1 FORTE' rVEB. MEMBER REPORT PASSED 2/ Level, Floor Joist-FM 1 piece(s)2 x 10 HF No.2 @ 16"OC O:era9 Length:10' .Y ,y:;;�"y , "}._ .` is 5/3".g :.sy.'611( .w " ;, S'Yxi;k h' ;;EI`s n »j:y ,yy+v.f t`.` .'Y'.n.'j3: z./4 e' _i.' r� gr.)=xfr,,:<_ ""x.•"'.,1, 'L+7',-•ii ,. t�)a{ '`f, 0.:.Nt 41.,'.z.M1,,;.. ..,,:.:' :: ' `si`.e:'✓.4.9'it Y:s�r55, 3 . apt.. 's,I""IV=i. , r Y' z' &-S-d {;, % �'l '' ,.,:: z>$rr. :t ,C` .r ,3���'.fi�"a'..:r„", .j IN'�. 0 , ''�'»'�e '�(r� %' ""'8.z.''`. ':a', !c; s�'",:33'a�;s3 : mF _-°.uy, „'4 ,, D 10 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are honzontal. 11C41LJk1.F`e uit3 ..... Atteei�loWLiob. '.aesis Result ., WF Load:ceenWetlon(PatteruT,, System.Finer Member Reaction(Ibs) 408 @ S 1/2" 911(1.50") Passed(45%) -- 1 0 D+1.0 L(All Spans) Member Type Building Use Residential Shear(Ins) 391 @ 1'2 3/4" 1388 Passed(2506) 1.00 1.0 D+10 L(All Spans) amid mg Cane IBC 2018 Moment(Ft-lbs) 961 @ 5'2" 1917 Passed(50%) 1.00 1 0 D+1.0 L(All Spans) Design Methwmlogy ASD Live Load Den.(in) 0 110 @ 5'2" 0.235 Passed(L1999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(m) 0.119 @ 5'2" 0.471 Passed(L/948) -- 10 D+1.0 L(All Spans) TJ-ProT"Rating N/A N/A N/A -- N/A •Deflection criteria:LL(L/980)and TL(L/24D1 •Allowed moment does not reflect the ed)ustment for the beam stability lector. • A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculation are based on NOS. •No composite action between deck and Joist was considered in analysis. vaifa4)e SWiP4r'Es..;, -..",. .. ; "� 1,v `�Y''� ?i,�.���� ; >_ iitre4; �i pRrpgLbro' Fa'ta1 •Acceaseriec.'. 1-Hanger on 9 1/4"S➢F beam 5 50" Hanger; 1 50" 34 413 412 See note 2-Hanger on 9 1/4s SPF beam 1.50" Hanger, 1.50" 32 387 419 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that a supporting the hanger •'See Connector grid below for additional information and/or requirements. 1,d28Pd(itflCitig ; r. .;, - 14fld1n9i8tkNFh:.',�.,NmmeniS Top Edge(Lu) 9'S"o/c Bottom Edge(I g1 9'5"o/c 'Maximum allowable bracing intervals based on applied load. .. - CSI[1CiCCkOi" .ps(tn&tt'9�f4-?fe; .1otH1: .;. ' sef�_zda . I Face D ' ",. 4Wi Tcp�WFRnem . ="F>ga PC4teners . .:Mem60a'6ais!'�fars. �Atc4esa[i�", _ [Hanger N/A 8-10dx1.5 6-100x1.5 2-Face Mount Hanger LU28 1.50" N/A 8-100x1.5 6-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors _ ,eoad Ploor3?4e Yerttezl'Ioad tawetan.[ te) ro -._(0,90) :(104) ' comments 1-Uniform(PSF) 0 to 10' 16" 5.0 60.0 Deck floor load Wevi[asu�'Robes: Weyerhaeuser warrant that the sizing of its products will be In accordance with Weyerhaeuser product design cinema and published design values Weyerhaeuser expressly disclaims any other warrenhes related to the software.Use of this software s not intended to circumvent the need tar a design professional as determined by the al shorty having jurisdiction The desiyiet of record,builder or framer is responsible to assure that this calculation Is mmpabble with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by the software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For cunent code evaluation report,Weyerhaeuser product literature and installation details refer to www weyerheeuseccom/woodproducts/docJment-hbrary The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator iortewEB software Operator tab Notes 1/3/2022 11:11:13 PM UTC Larry Johnson Johnson structural engineering,Inc ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-293. 9 tarry@)ohnsonengineer corn Weyerhaeuser File Name: Raivo 22-395 Pagel/ 1 4I FORTE' wE6 MEMBER REPORT PASSED Level, Floor:Joist-Ella 1 ptece(s)2 x 10 HF No.2 @ 16"oC Derail Length:5 9' . JN�"..;y� ..rif�,,2 :rtH) ":•'iy'F y:;jhr:,,?ee.. "'a�:.r:'f:'„::":e..:::"'1-:;:• B.v'tG:;'y`j v:Y ''•I' ax ..6::" i'"t`:p%',°in£4✓`. er,. e�.' .,,iEf'�".,i.., tf'�° � ^5. 3:,e ti <� '�d&'�ll''.' ":.l%tlgw nisi.i:."�(.:�a,s",•.�:,'eJrss�m?,,.r,... " ds';,�,.."a'i:.Y;,ryrµ.y:yA< 5' �o 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design iLesttits • Sae a towage AOOWed Result - - LDF Load:Combitmtiun Mallen° System near Member Reaction(Ibs) 224 @ 5 1/2" 911(1.50") Passed(25%) -- 1 0 D+1.0 L(All Spans) Member Type joist Building Use.Residential Shear(Ibs) 157 @ i'2 3/4" 1388 Passed(11%) 1.00 1 0 D+1.0 L(All Spans) Building aim IBC 2018 Moment(Ft-lbs) 289 @ 3'1/2" 1917 Passed(15%) 1 00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Den.(in) 0.010 @ 3'1/2" 0.129 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defi.(in) 0.011 @ 3'1/2" 0.258 Passed(L/999+) -- 1.0 D 1 0 L(All Spans) Tl-Pro'M Rating N/A NJA N/A -- N/A • Deflection criteria.LL(L/480)and TL(L/210) •Allowed moment Does not reflect the adjustment for the beam stability factor •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable caicvlabons are based on NOS. • No composite action between deck and Joist was considered in analysis. . . . . aeaNrsLea9th - tsada,4psupparta{Rre3 . 'Tpial -'Avid ebta RegWeed .iDead. Floorbye -Total -AccescoNea ffiupperts.r. � f . „ 1-Hanger on 9 1/4'SPF beam 5.50" Hanger' 1.50" 20 243 263 See note 2-Hanger on 9 1/4'SPF beam 150" Hanger' 1 50" LB 217 235 See note• •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •c See Con tut or grid below for additional information and/or requirements. m Eaterat:sraciftg: . .. .aradng 1Ntee aa, . COPIPOPttP . Top Edge(Lu) 5'2"o/c Bottom Edge(Lu) 5'2"o/c •Maximum allowable bracing intervals based on applied load. Codtlehteri5lm Ei "*011g^"Tle J _ ' . _ ... _ . ' -_ Support. .. . .. .:":,.-:,.. .: .Mode}.' .. 9aat Leaf9th Tap Fastaeers .Fatxi Pdtaebera ' Netn6eyFa9taners, AetesSpNeg _ 1-Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 2-Face Mount Hanger LU28 150" N/A 8-10dx1.5 6-19dd.5 •Peter to manufacturer notes and instructions for proper installation and use of all connectors. VerticaltoaA .. ,. - . ,....'-, •--;: -Loratbn{sme}�. -.: spx7ttp fosa). OLD r. m -Uniform(PSE) 0 to 5'9" 16" 5.0 600 Deck floor load ' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disclaims any other warranties related to the somvare.use of this software Is not intended in circumvent the need for a design prnfescinnal as determined by the authority having jurisdiction The designer of record,budder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software,Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards For current code evaluation reports,Weyerhaeuser product literature and installation derails refer to www.weyerhaeuser com/woodproducts/document-bbrary. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator [ForteWEB software Operator lob Notes r 1(3/202211:14:39 PM UTC fairy Johnson Johnson Structural Engineering,Inc. ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 lane@johnsonengineeccom Wc'vtrlueuscr He Name: Raivo 22-395 Page 1/1 1 FORTE' IEB MEMBER REPORT PASSED z3 Level,Floor:Flush Beam-FBI 1 piece(s)6 x 8 DF No.2 Overall Length.3' .:wt 1;? a "A-:"`°�;:a s.13.A/f': "''`- )'y;.i;: ;v.. �„ F ".,a i - k3 i9rci� 'a r.`Fs 'i3k{�-,::,s -i+ b Y.,::5„,:.r.j. (y5l[uPd _ . ro• S:/ 0,4 T$Ytr :` r.. l ,0 1;2rr `y*r:?e"„:'ia,,: "r3`P".';fb ,. - ,', ;. i"t )�nrt' '� ^ 'ppn i '� yr s ;;;5,,, `..fv # 1 0 0 t a 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Desigii.Nesults $t star toiacadoa mimeoResult LDF �tosdt Combination fl'attem) System•Floor Member Member Reaction(Ibs) 1342 @ 4" 18906(5 50") Passed(73'0) — 1.0 D+1.0 L(All Spans) Buildingng Use Flush Beam Residential Shear(Ibs) 978 @ 1'1" 4675 Passed(21%) 1.00 1 0 D+1.0 L(All Spans) Budding Code IBC 2018 Moment(Ft-Ibs) 2255 @ 4 3222 Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology'ASD Live Load Defl.(m) 0.078 @ 4' 0.183 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(In) 0.087 @ 4' 0.367 Passed(L/999+) — 1.0 D+1.0 L(All Spans) • Deflection critena:LL(L/480)and IL(1/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. 6epriaR/^aWfl Walsfusada?fis fdre3 , Supports. - °;total' ,.Avail Required tread floortier total�A 3er' 1-Column-SPF 5.50" 550" ISO" 147 1200 1342 Blocking 2-Column-SPF 5.50" 5 50" 1 SO" 142 1200 1342 Blocking •Blocking Panels ere assumed to Larry no loads applied directly above them and the fell load is applied to the member being designed Lateral Bracing StaaTds TAtefeals ICoPfinefhs ! Top Edge(Lu) 8 o/c Bottom Edge(Lot 8'ofc i •Maximum allowable bracing intervals based on applied load. ' Dead Flaw rive Vertical Loads , 'kousec,.(s1noS ",. Tfluetaly DAM . ,(D•sd) ' ft.dol Comments 0-Self Weight(PLF) 0 to 8' N/A 10.4 -- 1-Uniform(PSF) u to 8'(Front) 5' 5 0 60.0 Deck fluor load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software is not intended to circumvent the need for a design professional as determined by the authority having lunsdicbon The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are rot designed by the software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and E5R-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and rnstallabon details refer to www.weyerhaeuser com/woodproducts/document-library The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 1/4/2022 3:10:00 PM UTC Lairy Johnson Johnson Structural Engineering,Inc ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 lam©iohnsonengrneer.com a'Aeyerhaeusrr File Name:Ralvo 22-395 Page 1/ 1 1/4/2022 Johnson Structural Engineering, Inc. SHEET 2 1 440 North Grand Ave. Bozeman, MT 59715 PROJECT: Raivo - SFR JN 22- 95 Anacor:es, WI% FOOTING DESIGN Fl .h ITEM VALUE NOTES Fel Column Soils Bearing Capacity 1500 psf Post Area Req'd, Full @ 73* Uplift, U = 0 lbs DF2 Beam 4.29 5.88 inA2 Footing Load P = 2684 lbs HF2 Beam 6.63 9 08 inA2 Footing Depth D= 8 in Post= 8 4 6 Post Dimensions b= 5.50 in Area Provided = 30.25 inA2 w= 5.50 in Contact Pressure 89 psi Approximate Bearing B = 1480 psf (Footing wt removed) Estimated Area A= 1.81 sf (P/B) Estimated base Be = 1.35 Ft (Sq. Root of A) Trial Footing Base b= 1 50 Ft Footing Weight= 218 lbs UPLIFT OKAY Total Load Pt= 2.91 Kips (P+ Conc Wt) Allowable Bearing = 1.50 ksf Actual bearing q = 1.29 ksf OKAY (Pt/b^2) Bending Moment M = 0.16 K-ft (q *(b-0.5)^2/8) Embedment Depth d= 5 in (D- 3" ) Min St'Area Amin= 0.02 inA2/ft (M*12/(Fb*0.875*d)) Reinforcing Bar Size(#)= 4 USE 1-66"x 1'-6"x 8'v„, 0 - #4's E.W. Struct Work Sheet FTGS IBC LPJ E a FOR ! WEB'. MEMBER REPORT PASSED as Level, Roof:Drop Beam-RB4 1 pieee(s)4 x 8 DF No.2 Overall Length:1I r'Abi_isnS:T-:AS'"1$`t,k Td!?"':6�5s,::: `se wry 9< .rF :T e:,W.`,.zi'}r,,�.,i..„_ ,mr3:'.P=S.5°,n,';er:. ;?R .:i;'i'?,d•d':.`£t;j`_%:. 4:e:' .:;;;'�'•,%a:;F:s sj`2t>r.t.: .«.:S•'*.,r niirfPftf7;gf:a 4P.,w ,a•. ;`�`-ar"�P'"a?yrr,vvPi...,,};s .: ,,4,a r Tint';t.f:^',;rs"t .: TA'r .t )Z ' : ;i%..0; , x(.: � `" .i"✓ a1 `^i Lr.+'.� 0 f1 76'4 10'6' All locations are measured from the outside face of left support(or(eft cantilever end).All dimensions are horizontal. 1]eslgn Resu - ACWal�.imcatbA,,. ADowed Re idt -I.DF Wad:Cnm6Arettop(I+atter0), System Roof Member Reaction(Ibs) 305 @ 10'11 3/4" 3828(1.75") Passed(8%) -- 1 0 D+1.0 5(Alt Spans) Member Drop Beam Building Use•Residential Shear(its) 261 @ 1'4 3/4" 3502 Passed(7%) _ 1.15 1.0 D+1.0 5(All Spans) Building Cede r IBc 2D18 Moment(Ft-Ibs) 782 @ 5'9 1506" 3438 Passed(23%) 1.15 1.0 D- 1.0 S(Alt Spans) Design Methodology ASD Live Load Defl.(in) 0.054 @ 5'9 13/16" 0 517 Passed(L/999+) -- 1.0 D+1.0 S(Alt Spans) Member Fitch mil Total Load Defl.(in) 0.084 @ 5'9 13/16" 0 689 Passed(L/999+) -- 1.0 D+1.0 S(Alt Spans) • Deflection criteria LL(L/240)and TL(U180). •Overhang defection criteria.LL(21/240)and TL(21/180) •Allowed moment does not reflect the adjustment fOrthe beam stability factor. • Applicable calculations are basso on NOS. 1 .:,..- :. - r' :'•PAntltti'tan4tA.:J ;a. t.aadsbosk�Aarb't )' - .,, . $UI P`6-r , 'RISC :AVM.* YRa)911lleed; 'Dead •_Shaw ' Total Acrassoftes 1-Column-SPF 3.50" 3.50" 1 Sr 125 219 344 Blocking 2-Column-SPF tJ5" SJS" 1 so" 111 194 305 Blocking •Bidding Panels are assumed to carry no loads applied direcdy above them and the full load is applied to the member being designed. tatBr�-Bracing- '. . l_Kaha3,Yalsrv+i7s.:,, [va:frrerfida . .. Top Edge(Lu) 11'off Bottom Edge(Lul il'o/c •Maximum allowable bracing intervals based on applied load. ' " bead Ver$cai loads e«aapntS de? . Tri6alaryt Whin " tom):.., "1W) Ca nments 0-Self Weight(PIP) O to 11' N/A 6 4 -- 1-Uniform(PSF) 0to i1'(TON 1'6" 100 250 !Roof snow toad Welerhaeaser warrants that the sizing of its products will be in accordance with Weye:haeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties piloted to the software Use of this mflwere is not intended to circumvent the need for a design prnfessional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible m assure that this calcmauon 5 compatible with the overall project,Accessones(Rim Scald,Blocking Panels and Squesn Blacks)are not designed by this software.Products manufactured at Weyerhaeuser taairties are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Prrducts have been evaluated by ICC-ES under evaluation reports ESR-1i53 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to wviw weyerhaeuser.wmlwoodproductr/document-library. The product application,input design loads,dimensions and support information have been provided by ForteW EB Software Operator ForteWis Software Operator Job Notes 1/4/2022 3:33:14 PM UTC Larry Johnson Johnson Structural engineering,Inc ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16 (40e)585-2939 larrv@jonnsonengineerrom atycrhatos,t File Name: Raivo 22-395 Page 1/ 1 ,�v..� �y p q c ZSe i FO R 1 E' WEB: MEMBER REPORT PASSED Level, Floor:Joist-FJ1b 1 piece(s)6 x 10 HF No.1 HI 10"OC Overall Length:10' 'af'f: " ;7.:i ',"f^ .s.Y% ".r£'i ,,'n�'.?C'r"'Z+.'."11:`,-,4 S.. ,,,..4. ty: 5 + '' 't .' +,iy r.. -, ern.+ d .t"Y, iY ..'s:L'+.3._'.(rv's,,.: t Y 5r'.'+ .�v...'."M5.k�.::{+,5,.,:da, .4 + ±;� �'=�'„v'�F: >�..1�'.fet�r;l:-a{r"':.ua'.. _ `���.'+e' . �- '1'+:;4�...;�_,. :r';�� 0 ° f.. 10' Q 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. DeRiplpi RCSttttS .. . -itufeitosatiettI. Mowed , Scarlft. LDF toaditamWnat(ohOPattern) system.Floor Member Type•Joist Member Reaction(Ibs) 2418 @ 9'10 1/2" 3341(1.50") Passed(720/a) -- 1.0 D(All Spans) Bmminq Use'Residential Shear(Ibs) 2101 @ 9'1" 4389 Passed(48%) 0.90 1.0 D(All Spans) Building Code'IBC 2018 Moment(Ft-Ibs) 6445 @ 5'2 1/4" 6515 Passed(99%) 0.90 1.0 D(All Spans) Design Methodology ASD Live Load Dell.(in) 0.000 @ 5 1/2" 0 235 Passed(L/999+) -- 10 D(All Spans) Total Load Defl.(in) 0.196 @ 5'2 1/16" 0.471 Passed(L/575) -- 1.0 D(All Spans) TJ-Pro`"Rating N/A N/A N/A -- N/A • Deflection criteria'LL(L/980)and TL(L/240). • Niowed moment Goes not reflect the adjustment for the beam stability factor •Lumber grading provisions must be extended over the length of the member per NOS 4.2.5.5 • Applicable calmlaoone are based on NDS •No composite action between deck and joist was considered in analysis - gtiiSloeStn iom(IStP&ippoLts Aoce9 n Supports " ..— ..,*Mt.''�' 1foQf�l�fl?;:.'D000.. .TgXk1" .: I-Hanger on 9 1/2'SPF beam 5.50" Hanger' 1.50" 2582 2582 See note r 2-Hanger on 9 1/2"SPF beam 1 50' Hanger' 1 50" 2468 2468 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. {tfltP.{'RYt;W��'••ry{ .,'.r. :..MiAC1n®,Jf$e!YGIa mMeMS . Top Edge(Lu) 9'5"o/c Bottom Eage(Lu) 9'5"o/c -Maximum allowable bracing intervals based on applied load ,. - .. �,�� • tltt-ttertYgC:S11(f(fSgtt Sit'At99'?l®.c-:.. Modrtt seattenAtb 4"ag Fa6tdn'ers facelLatuner$ ,i Meedrer€asieners A. 1-Face Mount Hanger HUCQ610-SD5 3 00" N/A 32-SDS25212 5-50S25212 2-Face Mount Hanger Connector not found N/A N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use tit all connectors .. ". •Dead Verticattoads ) at ( e):'. : .$fed.ig (0-%)„ Commmus. 1-Uniform(PSF) 0 to 3'6" 10" 480.0 Stone fireplace 2-Uniform(PSf) 3'6"to 7' 10" 890.0 Stone fireplace 3-Uniform(PSF) 7'to 10' 10" 480.0 Stone fireplace ForteWEE Software Operator Job Notes 1J4/202211.3415 PM UTC Larry Johnson Johnson structural engineering,Inc ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 File Name:Salvo 22-395 larry[gpoansonengineer cam mryc+hacuscr Page 1/2 Johnson Structural Engineering, Inc. Project: 1 NO - SFe 152W. Short St. JobNo.: Z2739.5- Bozeman,MT 59715 (406) 585-2939 phone Date: / — 1—ZZ larry@johnsonengineer.com Sheet No.: z62 Z' ()pet,- LPt -ao r he., " F73 2- , / (,rr -t_, ;l . IS O ' cxc Q,s ' Pr� +yt,4vvt - /2146-6 �� K f-1 ccr• -.r 42, ` z'? f4 2 t ' i,c-mc k- ((5-5' (Z/d/o... Sk&K4 PAVE/ —246 7D peer Lrlh, ` /5 ' /ss'<1- zg' J o poor 6-,'d. / ' ZQ / le < ¢0 ' V `ee ..5r4 .)(6 -../v/44.-7 e ua«n (3 ' JpeG-- Lea SScr jriF1- ref sPAi = 1 ' Ike /n% 4 rid- .mod@ /66 °o.(. < 14-,Delpiticaeldev 44 ileita — /16 sc., = 6-c 1 (Roe tri b. T.S, 1. `ti't b. - 5r (A)a1A ki ' 7' 15 H ` cp 0 / ,i Itgl'al(`ti6 #56 [jse (4) 7K/7 '1) z or (a) l %X9% LEA lc, Wilycloto kaohAt dd fil{eitc4 1-)- , 5c4,4442_locrrycnq 4'S 45.- 1 II � tt✓ 0 s�(7) -S</OF 2- IL I141K (Dud Wor,uoilb r Er3 $ s4"* fSY /5 5(044 s /5 t 15) J C (?5C 1I 7t`' 1�i 010 (P /b `6•c_ -� iT • Ex[efr,'or- ( oo�vL, i)24/ p.. Wrt 5e�Y� ; Too•F l• = 4`� �f f'��S f ZS) ` 6o - r LP I �13 I `/� Per 5;- week 141 - = (8 ' /t ( t) t f- b . k i /i /_00 eft•. 15a(84 y kV- ) ��3 /6r31 I FO R T E WEB'. MEMBER REPORT PASSED Z-7 Level,Floor: Flush Beam-F62 4 piece(s)1 3/4"x 11 7/8"2.0E Microllam®LVL Oversct Lengen:40' fbs`n,F 541 :• •s•'z, a :'. /i f�' ':�i:.:.`0. :fF. jyA Sgq. ':..^ -'e4-anin fiBrft :iYak/f0Si i3',yn,.CY.' !a .4.2" :i..;.' tifis.._P, jjea gti 1" ':; `511 `obi .t")99: :riR� e°.d Vd A',sg .-5: Ld-'hdg`hy,s F,,.."l�s 0 +p tJi rni'?'rdX<..,,4., .o yi Y'a . ry „i ra' 0 . . • i it 0 o r] IJ All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design-Results. - ASS)W LawiNin- " Asowtd Result " ''tar .. Load:Combinatipn(Pattern) System.Floor Member Type'Flush Beam Member Reaction(Ibs) 12455 @ 28.6" 27913(5.50") Passed(45%) -- 1.0 0+1.0 L(Adj Spans) Building Use Residential Shear(Ibs) 5224 @ 29'8 578" 15794 Passed(33%) 1.00 1.0 D r 1.0 L(Adj Spans) Building Code'IBC 2018 Moment(Ft-Ibs) -16653 @ 15'6" 35696 Passed(47%) 1 00 10 D+1.0 L(Adj Spans) Design Methodology'ASD Live Load Defl.(in) 0.236 @ 7'4 3/8" 0.383 Passed(1/781) -- 1 0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.298 @ 7'3 1/4" 0.767 Passed(L/618) -- 1 0 D+ 1.0 L(Alt Spans) •Deflection cr germ;LL(t/480)and TL(L/240). •Allowed moment coos not reflect the adjustment for the beam stability factor. • Member should be side-loaded from both sides of the member or braced to prevent rotation 414:01-4901tb -"iesestOsuPPoets0S0 - SUppotts' .. , . . .TPtAt..: Av�kbk: Regwted DiMd'. Pkot LIve Totat Acqesswlee - 1-Column-SPF 150" 3.50" 1.50" 1162 36631-103 43031 Blocking 2-Column-SPF S.SP' 5 50" 2.35" 2933 9019 11952 None 3-Column-SPF 5.50' S.50" 2.45° 2881 9575 12456 None 4-Column-SPF 550" 5.50" 1.50" 1084 3749/-525 4929/ Blocking •Blocking Panels ale assumed to carry no loads applied directly above them and the full loan is applied to the member being designed. LateralBraciitg _BK'RN,g,IMejimk Lvnmirntt' . . Top Edge(Lu) 34'2"o/c Bottom Edge(Lu) 28'4"o/c •Maximum albweble bracing intervals based on applied load " . . ,Deod . .Flnonbve" Vertical{.odds. " /oeetIon(Aida): . .teaiaberyWidth W..P") ' 'OAP) Comments 0-Self Weight(PLF) 0 to 40' N/A 24.2 - 1-uniform(PSF) 0 to 4'6"(Front) 15' 12.0 40.0 floor load 2-Uniform(PSF) 4'6"to 15'6"(Front) 11'3" 12 0 40 Cr floor iced 3-Uniform(PSF) 15'6"to 24'(Front) 15' 12 0 40.0 floor load 4-Uniform(PSF) 24'to 40'(Front) 17' 12 0 40.0 nooi load WeV2[ttaR32d HOCCS .. . - -: . - Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software is not intended to dreumvent the need for a design professional as determined by the authonty having jurisdiction The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-I153 and ESR-1387 and/or tested in accordance with applicable ARM standards.Fur current code evaluation reports,Weyerhaeuser product literature and installation details refer to www weyerhaeuser.com/woodproduces/document-library The product application,input design loads,dimensions and support info;mabon have been provided by FoneWEB Software Operator ForteWEB Software Operator Job Notes 1/4/2022 4:06:40 PM UTC Larry Johnson Johnson Structural Engineering,Inc. ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (906)585-2939 larry@johnsonengineer com Weyerhaeuser File Name:Ratvo 22-395 Pagel/ 1 1 FORT " WEB MEMBER REPORT PASSED ZS Level,Floor: Flush Beam-FB2 1 piece(s)7"x 11 7/8"2.0E Parallam®PSL Overall Length:40' ,( +5ia ' r tiyi-ii;` r4::-; d ! 0.'(' ert µ, Vig,:..,j.,w,hA :"X... �:✓f,:r.r". .s3g,:7:�';..{.:f t., a?. . x.�;:r`.; ,, „'Y.y) :a•, .3.; `"SF.y" .,Y. ", :j' ;�xd'O5":5s^+.`'.'.; -'s',Fis:, >i?:a;:+,,,i:' t'.: $ :T. .s k 15'6` 13' "I. 11'6` ir 0 0 I III All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. f System:Floor 11837gF tYeStifl6. ' AttD.UQGafeuBn' "ARpamd : R®84tR- ' . . i,RF tosM.CbIn61M1Holr tDettem} Member Type"Flush Beam Member Reaction(Ibs) 12477 @ 28'6" 24063(5.50") Passed(52%) -- 1.0 D+1.0 L(Ad)Spans) Building Use Residential Shear(Ibs) 5234 @ 29'8 5/8" 16071 Passed(33°%) 1.00 1.0 D+1.0 L(Ad]Spans) Building Code:IBC 201E Moment(Ft-Ibs) -16693 @ 15'6" 39805 Passed(42%) 1.00 1.0 D a 1.0 L(Ad)Spans) Design Methodology Aso Live Load Dell.(In) 0.236 @ 7'4 3/8" 0.383 Passed(L/781) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.299 @ 7'3 3/16" 0 767 Passed(L/616) -- 1 0 D+1.0 L(Alt Spans) • Deflection criteria:LL(L)480)and TL(L/240). •Allowed moment noes not reflect the adjusbnent for the beam stability factor. • Member should be side-laded from both sides of the member or braced to prevent rotation. 1Wdst0611pp6Rs{�sj . Supports" ":.petal ' :Avgdai R 4U$d ' Dead moron, Fota1 Nasser*1-Column-SPF " 3S0" 1.50" 1173 3663/-303 4303, Nasser*Blocking 2-Cnlumn-SPF 5.50" 5.50 2 74" 2962 9019 11981 None 3-Column-SPF 5.50 5.50 2 BS" 2903 9575 12478 None 9-Column-SPF 5.50" 5.50" 1 50" 1092 3799/-525 4915 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed 4atereLBric[Rg" - .Elae1�14t.en#S1, % Oalaledts'' - . Top Edge(Lu) 40'o/c Bottom Edge(Lu) 90'o/c •Maximum allowable bracing intervals based on applied load . - Dead- 'Peer Give Verticaltobds..� - �Nm - ;Iftald8} .. TrusataryWidth " '(OS))" .,,(LOU) comments ' 0-Self Weight(PLF) 0 to 40' N/A 26 0 -- 1-Uniform(PSF) 0 to 4'6"(Front) 15' 12.0 40.0 floor load 2-Uniform(PSF) 9'6'to 15'6"(Front) 11'3" 12.0 40.0 floor had 3-Uniform(PSF) 15'6"to 24'(Front) 15' 12.0 40.0 floor load 4-uniform(PSE) 24'to 40'(Front) 17' 12.0 40.0 Roar load Weyerhaeuser Notes'- ' ' - , Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software a not intended to circumvent the need for a design professional as determined by the authority having jurisdiction The Designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards,Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under eveluabon reports ESR-1153 and ESR-1387 and/or fisted in accordance with applicable AS1M standards Fur current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeusencom/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteW EB Software operator lob Notes 1/4/2022 4:17:03 PM UTC Larry Johnson Johnson Strucbrral Engineering,Inc. ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)S85-2939 File Name:Ralvo 22-395 lany@Johnsonengineec ex com we bneuser Page 1/ 1 1/4/2022 Johnson Structural Engineering, Inc. SHEET 29 440 North Grand Ave. Bozeman, MT 59715 PROJECT' Raivo-SFR JN 22-395 Anaco;:es WA FOOTING DESIGN E3 0 ITEM VALUE NOTES FB2 Cciumn Soils Bearing Capacity 1500 psf Post Area Req'd, Full @ 73* Uplift, U = 0 lbs DF2 Beam 19 93 27 30 inA2 Footing Load P= 12456 lbs HF2 Beam 30.76 42.13 inA2 Footing Depth D= 8 in Post= 6 ;t 6 Post Dimensions b= 5.50 in Area Provided = 30.25 inA2 w= 5.50 in Contact Pressure 412 psi Approximate Bearing B = 1480 psf (Footing wt removed) Estimated Area A= 8.42 sf Estimated base Be= 2 90 Ft Trial Footing base = 3 00 Ft Footing Weight= 870 lbs UPLIFT OKAY Total Load Pt= 13.36 Kips Allowable Bearing = 1.50 ksf Actual bearing q= 1 48 ksf OKAY Bending Moment M = 1.16 K-ft Embedment Depth d = 5 in Min Stl Area Amin = 0.16 inA2/ft Reinforcing Bar Size (#)= 4 USE 3-0"x3'-O x8"va/ 3 - #4's E.W Struct Work Sheet FTGS IBC LPJ I FO R 1 G W$ MEMBER REPORT PASSED 30 Level,Floor:Joist-FJ2 1 piece(s)11 7/8"TM®360 @ 16"OC Civerail Length: 19'3' ?sd' , _rrnr "'"s: :'.h =f :.u"',.,:fig ::1,....ra X .w3 asil :'1 rveSy;"34�"n€'„'t"^.. : s;>�,:,:,,pia :a<.,,. !:.'3`s�,.f ia.,�r s,[ r:.':r:�,';21dY.'•4v(. `r;1:.:; y . 2ax4 '.d: r,' , .:''nfr. )v3,::s,:.�s'":4 "F'iU,._}! ,"'.. d0"'il :;e.;F`isY'7,_-s,, ..'�-;;%:=;;r?;.ct:='-'(",:'.:fr'�`=�:,;;...:�'' a:<°;,P,�.j,:l 19'3' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results AEEHat "IaEallon .NRowod ' Remit lDF Load:Combhnation(Pattern) System Floor Typ Inlet Member Reaction(Ibs) 644 @ 18'11 1/2" 1080(1.75") Passed(60%) 1.00 1.0 D-1.0 L(All Spans) Member Use Residential Use Shear(Ibs) 644 @ 18'11 1/2" 1705 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) Building Code'IBC 2018 Moment(Ft-Ibs) 2993 @ 9'8" 6180 Passed(48%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology.ASD Live Load Den.(In) 0.329 @ 9'8" 0.465 Passed(L/677) -- 1.0 D+1.0 L(All Spans) Total Load DeFl.(in) 0.428 @ 9'8" 0 929 Passed(L(521) -- 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 45 40 Passed -- • Deflection criteria:LL(L/980)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysts of the deck has not been performed • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(29"Span Ratngl that is glued and nailed down. •Additional cons'derations for the TJ-Pro"Rating include 1/2"Gypsum ceiling .ire !t"$Ee"gth tcn'ast»s1mP>em{1bs) - SupPBFts.1 ; 'TIN;ak " AaoRalte- ,RMWeed'-' ,'Bees, ylooruve Total' Access les - 1-Stud wall-SPF 5.50" 4.25" 1,75" 155 516 671 1 1/4"Rim Board 2-Hanger on 117/8"SPF beam 3.50" Hanger, 1.75"/-2 153 511 664 See note, •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger ••See Connector grid below for additional information and/or requirements •o Required Bearing Length j Required Bearing Length with Web Stiffeners Letefet'Bif " _..,BYad)t(I!etofYBta Comments Top Edge(Lu) 5'5"o/c Bottom Edge(W) 18'10"o/c •TJf joists are only analyzed using Maximum Allowable bracing solutions •Maximum allowable bracing intervals based on applied load 'Ctint�tE6l:; bYf6Ubi1�-T'i"e.` ' soppart" - , MoS - , steel tenpt6 ,' .,Top Fasteners'" Face Fasteners " Member fasteners Accr99oates ' 2-Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10dx1,5 2-Strong-Grip •Refer to manufacturer notes and instructions for proper installation and use of all connectors. "OMd � "FIIOOY EIY! _ rtmrants ' 1-Unirorm(PSF) 0 to 19'3" 16" 12 0 40 0 Floor load efmtwedui' ' FR•LRO: >•. rr : /cl,. , Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software a not intended to circumvent the need for a design professional as determined by the authority having jurisdiction The designer of record,builder or framer is responsible to assure that t s calculation is compatible with the overall project Accessones(Ram Board,Blocking Panels and Squash Mocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerbaeuser.cnm/woodproducts/document-ilbrary. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator fForteW EB Software Operator job Notes 1/4/2022 4:26:37 PM UTC Johns Johnson Johnson structural Engineering,Inc. ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 leery@johnwnengineeccom a,.},eri,acn„z File Name:Raivo 22-395 Page 1/ 1 a FORTE WEB!. MEMBER REPORT PASSED I/ Level,Wall: Header-H5 2 piece(s)2 x 12 DF No.2 overail Length:6'6' 276L,r .2rfyla"4,;.r asM`:p,'�f„;,9912(`k,;,lsug'";;":L2,5 :;"W.6 ;;? < f:.,=2'.i :<;7 ` ~ "r tf. 'c : c•%°�` : . Y:. i.i .:�2 :.w r sss��� r 3 ; . t, + fPbmrv', .„'S;s, ,,;_ . ?. w ,."rRt; :i.;'re'' .:y °a I 6'6' 6 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results . - ACEPN-@ Letulton, - AHowed''' Result .LW, toad(Combination(Pattern) System•Wall Member Type'Header Member Reaction(Ibs) _ 5067 @ 1 1J2" 5625(3.00") Passed(90%) -- 1.0 D+075 L+0.75 S(All Spans) Building Use Residential Shear(Ibs) 1864 @ 1'2 1/4" 9050 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-Ibs) 4412©3'3" 4746 Passed(93%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology-ASO Live Load Deft.(in) 0.036 @ 3'3" 0 208 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl (in) 0.054 @ 3'3" 0 313 Passed(L/999+) -- 1.0 D r 1 0 L(All Spans) • Deflection criteria:LL(L/360)and TL(1/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NOS .";a 404tfngWith.' - ' LaO.cWSOPP (ibis) ' S¢ppo . _ - ' . .; 1... .Mult' Mkv Rr entd tt5 .'Dead.. HeatUwe .Stow" -Total RonesSottee . 1-Trimmer-5PF 3.00" 300" 2.70" 2168 1950 1916 6034 None 2-Trimmer-SPF 3,00' 3.00" 270" 2168 1950 1916 6034 None Lateral Brecing . 'Dtacftg 7nterrak -.- casements - • . Top Edge(Lu) 6'5"ojc Bottom Edge(La) 6'6"ojc *Maximum allowable bracing intervals based on applied load. - DmiF filer Lire grow vent l to 7" .. '- 1.OetiS:.�..'.:- : toeMidn!�..'_:.� Ti!(twbiY.Y+idlh .- €D•9D2' �tiAOJ ..' (3.16} �- G+otmetRi ' 0-self Weight CRT) 0to6'6" NIP 86 -- 1-Uniform(PSF) 0 to 6'6" 7'6" 12.0 40.0 - Floor bad 2-Uniform(PSF) 0to6'6" 5' 5.0 60.0 - Deck floor load 3-Uniform(PSF) 0 to 6'6" 15' 12.0 - - Wall load 4-Point(Ib) 0 N/A 1181 - 1916 H4 reaction 5-Point(Ib) 6'6" N/A 1181 - 1916 H4 reaction Weyerkaeusetl aLee' - . . , . [ .- . ' - Weyerhaeuser warrants that the sizing of es products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to orcumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser faoimes are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESP-1387 and/or tested in accordance with applicable A41 standards.For current code evaluation reports,Weyerhaeuser product(denture and installation details refer to www.weyerfaeuser.com/woodprodurts/document-library. The product application,input design loads,dimensions and support information have been provided Sy ForttWEB Software Operator rForteW EB Software Operator lob Notes 1/4/2022 4 38 07 PM UTE i Larry Johnson Johnson Structural Engineering,Inc. ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (906)585-2939 larry@jobnsonengineer.com Weyerhaeuser File Name:Raivo 22-395 Page 1/ 1 i p"O ® E' WEB MEMBER REPORT PASSED 3 z Level,Wall: Header-H5 2 piece(s)1 3/4"x 9 1/2"2.0E Microllam®LVL Ove-all Length:6 6' ; tYft/� .1 ` "..?^stir:�f ;:"'.: :1a:x.{i`; '.'< : r' " , Prxr ' y : / .rrsd ' f ; ;,: :Z: " 3 , r.,0+.5/ ` `{Fes ti().7i: `ftr .z: n ?" yc ;r:, ,(£j �.. s'fqry!J v 5" ( Y.4-7,,r -4 Ii r Rt x . }^* dt3'�'h k . ; is ' y„ ,,.,Z. .r&: • 4 ^' n: (e ,ss .X»SS. }� ,,..aY,..•'. "r. iWn tl•�`�: °h"", x D Q 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Re9tfit0 ' ',.Acbfas 0,tAwIas Men de nde. . , LOF Loads Combinmtion{Pattern). 5ystcm Wall Member Reaction(lbs) 5071 di 1/2" 7613(3.00") Passed(67%) -- 1 0 D+0.75 L+0.75 S(All Spans) Member Type Header Building Use:Residential Shear(Ibs) 1998 @ 1'1/2" 6318 Passed(32%) 1.00 1 0 D r 1.0 L(All Spans) Building Code IBC 2018 Moment(Ft-Ibs) 1417©3'3" 11775 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology-Aso Live Load Defl.(in) 0.051 @ 3'3" 0.208 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Den,(in) 0 077 @ 3'3" 0.313 Passed(L/969) -- 1.0 D+1.01(All Spans) •Deflection criteria.IL IL/360)and TL(11240) •Allowed moment does not reflect the adjustment for the beam stability factor. amrinq LetWdu LoatP3W Supporta{!ba} ' a i N4t(a1taC!,..09ad a _ ' _ _ ,'ta%(R:r„ +'kleife�lrs _i , 1-Trimmer-SPF 3.00" 3.00" 2.00" 2171 1950 1916 6037 None 2-Trimmer-SPF 3.00" 3.00" 2.00" 2171 1950 1916 6037 None - .. .. . Laltertataraeg,', -Btaelni?'rrt f1".!. s.: ,('OMPlerx6 . - Top Edge(Lu) 6'6°o/c Bottom Edge(Lu) 6'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor LAW ' Snow Vertical Loads -, wrdtb - (ash) (ISO): ' , (1.15) coatn enfe• ;. " LASEtIV,R� . .:�. TnMddrr . 0-Self Weight(PLF) 0 to 6'6" N/A 9,7 -- -- 1-uniform(PSF) 0 to 6'6" T6' 12.0 400 I - Floor load 2-Uniform(PSF) 0to6'6" 5' 50 600 - Deck fluor load 3-liniform(PSF) 0to6'6" 15' 120 - - Wall load 4-Point(lb) 0 N/A 1181 - 1916 H4 reaction 5-Point(lb) 6'6" N/A 1181 - 1916 H4 reaction 15RT HP'[4.5' .. - - - - --- Weyerhaeuserr warrants that the sIeing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warrariben related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall protect Accessories(Ram Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilmes are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports E5R-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards For current code evaluation reports,Weyernaeuser product literature and installation details refer to iwnv.weyerhaeuser.com/woodproductsjdocument-library. The product application,input design loads,dimensions and support information have been provided oy ForteWEB Software Operator ForteWEB Software Operator Job Notes 1/4/2022 4:38:54 PM UTC I Larry Johnson Johnson Structural Engineering,Inc ForteWEB v3.2,Engine:V8.2.0.17,Data'V8.1.0.16 (406)585-2939 lany®johnsonengineer.com Weyerhaeuser File Name: Ralvo 22-395 Page 1 I 1 ea FORTE' WEB,., MEMBER REPORT PASSED 33 Level,Wall: Header-H6 2 piece(s)2 x 10 OF No.2 ove-al!Length:3'b' N.'" hi"N✓' `''+y"::hti•.. -v,,.:.Nj.: n`! ',±c,,_di,;ti NwFeY ie, .4t,vn(,. .. ,,�., =£:" r- fppag � ,>.,:•.}"ft<.s,,sz,';,y ,`t • YC. Via,.: :,. 'S '7,9c?,:_?h.- ' ' -'f :t;,, p ".' :.M. 1, ;fi3 sa^ts,m,I`I:.a+ r.,, r / / 3'S 9 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal Design Results :401m.1.totaflan - - A:owod' Result IAE Loans Cpmbh1451on(pattern) system watt Member Type'Header Member Reaction(lbs) 3934 @ 1 1/2" 5625(3.00') Passed(70%) -- 1,0 D+0.75 L+0.75 S(All Spans) Building Use.Residential Shear(Ibs) 658 @ 1'1/4" 3330 Passed(20%) 1.00 1.0 D+1.0 1(All Spans) Building Code IBC 2018 Moment(Ft-lbs) 1191 @ 1'9" 3529 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:AO Live Load Defl.(m) 0.005©1'9" 0.108 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(m) 0.007 @ 1'9" 0 162 Passed(L/999+) -- 1.0 D,-1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(4240). •Allowed moment does not reflect the adjustment for the beam stability factor •Applicable calculations are based on NDS, .. _ _i' seeiiryacie8. :, toedsWHuuW+ fl�k' . . 5opp0r ,,. ^ . ,., . - to Avaiitbie" .ibagsred Desiftalli,i Flicir iffire -'Snow Totdi "Act 1-Trimmer-SPF 3 00" 3 00" 2.10' 1710 1050 1916 4676 None 2-Trimmer-SPF 300" 3.W" 2.10" 1710 1050 1916 4676 None L ra1_BTedngr, bladn3Tnlaud,I* . , Cenimatts• • - Top Edge(W) 3'6"o/c Bottom Edge(Lu) 3'6"o/c •Maximum allowable bracing intervals based on applied load -Dead floorl/ve5rmw - .' Vertical Loads - `toenail Ta11110131WbtM (0.04)• '(1,00) ' (1.15) • comma' . 0-Self Weight(PLF) 0 to 3'b'' N/A 70 — -- 1-Uniform I PSF) 0 to 3'6" T 6" 12,0 40.0 - Floor load 2-Uniform(PSF) 0 to 3'6" 5' 5.0 60.0 - Deck floor load 3-Uniform(PSF) 0 to 3'6' 15' 12.0 - - Wall load 4-Point(lb) 0 N/A 1181 - 1916 H4 reaction 5-Point(lb) 3'6" N/A 1181 - 1916 H4 reaction . Weyerhaeuser warrants that the siring of as products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software is not intended to orcumvent the need for a design professional as determined by the authority having junsdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilites are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards For current code evaluation reports,Weyerhaeuser product literature and installation details refer to maw weyerhaeuser com/woodpmducta/document-library. The product applicator,input design loads,dimensions and support information have been provided by torteWEB Software Operator ForteWEs Software Operator lob Notes 1/4/20224:14:35 PM UTC Larry Johnson Johnson structural Engineering,Inc FOrteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 larry@;ohnsonengineer cam Wcyerhsroser File Name:Raivo 22-395 Page 1/ 1 et— tN7 FO R 6 , WEB'.. MEMBER REPORT PASSED J Level, Floor:Joist-Fl3 1 piece(s)11 7/8"TM®210 @ 16"OC �,��j .{ Overall Length:34' ". IA.,h t e 1014. t,<a" 'a ' !a4,4,s'ef' ,5::'(ti+..-,,d-. z 1 .,yUY"i "Nv i". }"rsJi",s1t:; .:.,±s442'1.: ,.-.."="k'.^.,A,.° 'v(�1 fj%'"?r tun,, 'till.. .u• _ le „=-t".: ni:,s.( � 3:7a'>�`�.�„�nkj'S::.p,.,t.:�7�q , .-. ',r�✓RN. 4%^ 011 `413^''-.,`r1*'.,a}>x,.:..q:...r.ih, ia{n':.,ry't-Ft:s:;r.. 0 o 3[ �� q' iri, 15' , t5` DI El ❑3 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Des((¢lttesult$ ' _AUskd 0 Wean ARo$eii. Result WY tooth Eambtemtion(Pattern) sus e Floor Member Type nisi Member Reaction(Ibs) 1193 0 19' 2565(5.25") Passed(47%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use.Residential Shear(Ibs) 580 0 19'2 3/4" 1821 Passed(32%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code"IBC 2018 Moment(Ft-Ibs) -1679 C 19' 3795 Passed(44%) 1.00 1 0 D+1.0 L(Ad]Spans) Design Methodology ASD Live Load Defl.(in) 0.121 @ 26'9 1/8" 0.366 Passed(L/999+) -- 1 0 D+1 0 L(Alt Spans) Total Load Def.(m) 0.149 0 26'10 1/4" 0.731 Passed(L/999+) -- 1 0 D+1.0 L(Alt Spans) TJ-Pro'"Rating 50 40 Passed -- -- • Deflection criteria:LL(L1480)and TL(L/240) •Allowed moment does not reflect the adjustment for the beam stability factor. • -295 Ibs uplift at support located at 4 1/2" Strapping or other restraint may be required •A structural analysis of the deck has not been performed •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'Panel(24"Span Rating)that is glued and nailed down •Additional considerations for the TI-Pro"Rating include.None. . r - T .-. MSuPpmtq 0ljo too ',#w�i�bla," f8ild'r.r"dead- r itue[t,CYe Sept. AccessoXes,: - 1-Stud wall-SPF 1995.50" 4,25" 1 75" -24 199f-272 ;96 1 1/4"Rim Board 2-Stud wall-SPE 5 50" 5 50" 3.50" 196 814/-57 1050/ Blocking 3-Stud wall-SPF 5.50" 5.50" 3 50" 275 918 1193 Blocking 9-Beam-SPF 5.50' 4.25' 1.75" 97 357/-29 454/-29 1114"RIM Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LdEBYdi.$TEC(It�' - - -. 6TaJa9.IMaNa6.'," {6alnwnK '_ .t . . .- Top Edge(Lu) 6'6"o/c Bottom Edge(Lu) 5'8"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions •Maximum allowable bracing intervals based on applied load • ARad 'Moartire • lieEtika[.,}.edd c',,:,.i.,tocagary._,.;.. r$pS rp 4u.91} " Main.... cammenta 1-Uniform(PSF) 0 to 34' 16" 12.0 40.0 Floor load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software is not intended to circumvent the need for a design professional as determined by the authority having junsdiction.The designer of record,balder or framer s reeponsihie to amnx that this calculation is compatible with the overall project Accessories(Rim Board,Blocking Panels and Spuarh Blacks)are nor designed by this software Products manufactured et Weyerhaeuser fealties are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been eaaluated by ICC-ES under evaluation reports ESR-1153 and E5R-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www weyerhaeuser.cam/wuodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 1/4/2022 4 56 45 PM UTC Lam Johnson Johnson structural Engineering,Inc ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 larry@johnsonengineer.com Weyerhaeuser File Name:Raivo 22-395 Page 1/ 1 1FORTE WEa MEMBER REPORT PASSED Level, Floor:Joist-FJ3a 1 piece(s)11 7/8"TM®210 @ 16"OC Overall Length:30' . ,"w✓.f:P �t,N::,i.l, { u P f • �""�r Y it a ' Yw },% J' fr is pa a �'44: tt.".w - si �.y;:.'Mr j' : Le�a4 .Yunr^�.gi. ::�;r .i:is -ef.6 g . .1,D D ....a ut.i sin a... r i4 15 0 All lllooccatiions are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. D891QA ReStt43 .. .. .Gtbrd�LOS tie .;,,,J. :189t'/pd .ResWt LDS /oat,annbMANofl(Patters'). System. Fionr, Member Reaction(Ibs) 1268 @ 15' 2565(5 25") Passed(49%) LOU_ LO D L 1.0 L(All Spans) Member Type' Building Use Residential Shear(Ibs) 592 @ 15'2 3/4" 1821 Passed(33%) 1.00 1 0 D+1.0 L(All Spans) ewldmg Code•IBC 2018 Moment(Ft-Ibs) -1854 @ 15' 3795 Passed(49%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASO Live Load Deft(in) 0.125 @ 7'3 7/15" 0 366 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Deft (in) 0.150 @ 7'1 15/16" 0.731 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Tl-Pro`"Rating 51 40 Passed — • Deflection criteria:LL(L/480)and TL(L/2401. •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action watt a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating l that is glued and nailed down. •Addtonal consideration for the TJ-Pro"'Rating Include None • , ,6!BBNfwg teN�Kh",,.`. :titadBRBseppotts{@c)' Supports `. fl. :.. ` jA; :"Cbf$I, Ay414rbte Regtdred' Deal: MoorM "Twat 44i:emporle6 •Stud sea-5PF 5.50' 4.25" 2]5" 94 361643 455/43 1 1/4'Rim Board 2-Stud wall-SPF 5,50" 5.50" 3 50" 293 975 1268 Blocking 3-Beam-SPE 550" 4. 5" I 75" 94 361/43 455,143 I1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above ry bypassing the member ben designed •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. La$eraipraK ryg - BTa !yq'Itgten'aM' '- Camrtietds Top Edge(w) 6'5"o/c bottom Eoge(Lul 5'5"o/c •TL Joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load VerHtal'LQdd - iptaDat: - ,:$Wtt)ro),. (0,90) ' . '(x:6) • comments 1-Unitom,(PSF) 0 to 30' 16" 12.0 40.0 Floor load W 'haEltSLtf.NQt@6:. .. : .0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product desgn criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design pmfessronal as determined by the authority having Jurisdiction the designer of record,builder al framer c responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facllties are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluabon reports E5R-1153 ane ESR-1387 and/or tested In accordance with applicable ASTM standards.For cunent rode evaluation reports,Weyerhaeuser produrt literature and installation details refer to www.weyerhaeuser comlwoodproducts/document-library The product application,input design bads,dimensions and Support Information have been Provided by ForteWEB Software Operator FortewEa software Operator sob Notes 1/4/2022 4:57:24 PM Lilt Johnson Johnsonstructurai Engineering,Inc. ForteWE6 v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (406)585-2939 9 carry@Johnsonengmeer cum n'cverhxeuser File Name: Ratvo 22-395 Page 1/1 Johnson Structural Engineering, Inc. Project: gawp - 5F7e 152 W. Short St. Job No.: 22 — 3?5" Bozeman, MT 59715 Date: / — 3,Z Z (406) 585-2939 phone �/- tarry@johnsonengineer.com Sheet No.: g, La ( jtir\a1y5tr5 AL - s'.r IC- 6 U ,)„e - 1z,193 4 AsP • 714 P -..mod - 11 9a/ , 7 ✓ (,-ncIf./ - 3S77 - lit(%veI: p,f W -/ N1 -23 5 -Ief_f:.6.6L6„wv Z: 5- ,2: U=//0 m14 , 5&r 5,- Er I/der_/-D 5-er4 : ra =Zi•� fe P : /4. ' -s,Z 54/5- _ ,.7 /,ss.. _ f ) _ i t sk6• lit- l,sszi.o 3�.5 , Ya.-�g,D, i la_ ssG4) -'_ �,-7, 0=�_- 7_ oc 4:2(54)-4 , i z 1/41'= 33,5(7-x -r— Z2 0/ i ` # Dye] =—2 L 45D k 4/ > -(,,(?j�5) t Irc(ZS (WVg - 555-6k s,zs z ) + ZZ•3(s /sr is stIO 7-lpCbel , (zbsb) - cs q4 Life 0 I/4 = 33•5-(4// c) -t zz-3in , 'I) _ =s1 ‘0 � > , �( S, lsn ) = 3,o90 � & .1 = 33,5(7) 70) f223//hx /0,$)t ' VE/w Wiest 0) 40{,d=R,4(1 ` < —N/ td ? /", 33S(()cln1 2x6.$) + zz. / i at/o� ( cJ V ' 3o04 —> ice ( 3t04) _ 1$0z Uzi- 'Lz- ( 2ox/o) Jf3 (.T33.5( y ?'7c) iz2r3(Sx9i-75) µ 3 }} -4 . & ( 33.74) = ZOZ9 (SF V, t 3,5(7X9;15/ -f723`IY9- S) f (.z�°! _ 7)50A > • o ( Z504) = 15Oz VII = ty3Aci( �s) hl- -> 40( 4541') = Z1O1 C) V31 ‘ zz-3((2 ?-7-ry I3y5")t e•O(/ 3x3•'c) = 44 w =7 r (444 ) = z� — ef.) Uet t : 33,5 7x 5)t z7,3((K S)9 t o(15 t}x 3. 759 - = z2�2: , co, (2.212,-) J 3+6 /i1k4 O04c1)1s /115 C / \Agh 1PiKel A5b ---61-TI = )4-2 6S-.3 "--C. 1/3/22, 1045 AM U.S.Seismic Design Maps � . Al Raivo - SFR 2820 Oakes Ave, Anacortes, WA 98221, USA Latitude, Longitude: 48.5113626, -122.6416955 11;itst . ' June's Playschoal Throug9 ire Garden tor 20" G , „,reschoot La-Mercdd breakwater.I`> ". - 1;, „-�"J Kiwanis Meadows Lovrie's Se -Craft et': . .e19 St . ct c7 m,- Y m Roadside.Park `,, `s! ` T SkagiTek 4nc Thaltan Glassworks Gocle Map data©.2022 Date 1/3/2022,10-44 56 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class 0-Stiff Soil • Type Value Description Ss 1.09 MCER ground motion.(for 0.2 second period) Si 0.433 MCER ground motion.(for 1 Os period) SMg 1.16 Sae-modified spectral acceleration value SM1 0.678 Site-modified spectral acceleration value Sps 0.773 Numeric seismic design value at 0.2 second SA Sof 0.452 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fe 1.064 Site amplification factor at 0.2 second Fv 1.567 Site amplification factor at 1.0 second PGA 0.449 MCEG peak ground acceleration FPGA 1.051 Site amplification factor at PGA PGAM 0.472 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 1.09 Probabilistic risk-targeted ground motion (0.2 second) SsUH 1 121 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1 624 Factored deterministic acceleration value (0.2 second) S1 RT 0.433 Probabilistic risk-targeted ground motion (1.0 second) Si UH 0.459 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. 51D 0.611 Factored deterministic acceleration value.(1.0 second) PGAd 0.614 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.972 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 1/3/2022 Johnson Structural Engineering, Inc. SHEET Bozeman, MT 59715 PROJECT Raivo - SFR JN 22-30 LOCATION. Anacortes. WA SEISMIC LOADING CALCULATIONS PER ASCE 7-16 STRUC CATEGORY= !E TABLE 1.5-1 IMPORTANCE, I = 1 09 TABLE 1 5-2 DETERMINE FREQUENCY OF STRUCTURE SOIL PROFILE J 'D' IF UNKNOWN Ss 1.090 Fa 0.940 S1 0.433 Fv 1.566 FROM USGS HAZARDS, ZIPCODE DIRECTORY Sms = Fa*Ss= 1.160 Sm1 = Fv"S1 = 0.e78 Sds=2/3 Sms = 0.773 g Sd1 =2/3 Sm1 = 0.452 g SEISMIC DESIGN CATEGORY PER SHORT PERIOD RESPONSE PER 1-SEC PERIOD RESPONSE 0 TABLE 9.4.2.1a D USE MAXIMUM SEISMIC DESIGN CATEGORY 0 RESPONSE SPECTRUM To= .2Sd1 /Sds= 0.117 Ts =Sd1 /Sds= 0.584 Cu = 1.40 APPROXIMATE PERIOD Ct= 0.020 Ta = Ct`hn^x 0.203 SEC x= 0 75 EQN 9.5.5.3.2 hn = bridge = 22 0 FT T' I STHE UPPER LIMIT FOR THE STRUCTURE'S PERIOD FUNDAMENTAL PERIOD T = Cu `Ta 0.284 SEC STRUCTURE FREQUENCY(f) IS THE INVERSE OF 'Ta' f= 4 92 Hz RIGID STRUCTURE COMMENTARY TO SECTION 6 OFFERS AN ALTERNATIVE METHOD FOR ESTIMATING IF THE STRUCTURE IS RIGID- IF h/LEAST WIDTH, B OR L, IS<4.0, STRUCTURE IS DEEMED RIGID C6.2 h = 22 0 FT RIDGE heave = 18 0 FT EAVE hmn = 20.0 FT MEAN B= 34 0 FT WIDTH OF STRUCTURE L = 56 0 FT DEPTH OF STRUCTURE Struct Work Sheet Seismic- SFR LPJ 1/3/2022 Johnson Structural Engineering, Inc. SHEET �( Bozeman, MT 59715 PROJECT Raivo-SFR JN 22-325 LOCATION: Anacoi tes, WA SEISMIC LOADING CALCULATIONS PER ASCE 7-16 h/LEAST WIDTH = 0.65 RIGID EQUIVALENT LATERAL FORCE PROCEDURE V= Cs *W Sds = 0 773 Sd1 = 0 452 I = 1.000 T= 0.203 R = 6.5 Wood Framed Shear Wall Cs = Sds/ ( R/I ) 0119 > USE MIN 0.119 Cs<= Sd1 /T( R/I ) 0.342 Cs> 0.044 Sds I 0.034— USE MAX Cs > 0.5S1 /( R/I ) 0.033 / Cs = 0.119 DETERMINE WEIGHT OF STRUCTURE PSF HEIGHT LENGTH AREA WEIGHT 2nd Level Roofing @ 15 39 44 7,6 25740 25740 2nd Level Ext Walls @ 12 t 5 148 1A80 17760 8880 2nd Level Int Walls @ 10 9 120 1080 10800 5400 2nd Level Flooring @ 12 1264 15168 15168 2nd Level Decking @ 5 336 1680 1680 1st Level Roofing @ 15 940 14100 14100 1st Level Ext Walls @ 12 4 5 205 936 11232 11232 1st Level Int Walls @ 10 1 5 124 558 5580 5580 TOTAL WEIGHT 102060 LBS RECALL, V= Cs*W Base shear,V= 12143 Lbs Struct Work Sheet Seismic- SFR LPJ 1/3/2022 Johnson Structural Engineenng, Inc. SHEET 12 Bozeman, MT 59715 PROJECT Raivo -SFR JN 22-395 LOCATION: Anacortes. WA. SEISMIC LOADING CALCULATIONS PER ASCE 7-16 DETERMINE GENERAL REDUNDANCY FACTOR WALLS RESISTING FRONTAL LOADS 1.0 <= Rho <= 1 3 1.00 per 12.3.4 Adjusted Base Shear Base shear value to compare with wind loading =Vw*Rho 12143 Lbs WALLS RESISTING SIDE LOADS 1 0 <= Rho <= 1.3 1.00 per 12 3.4 Adjusted Base Shear 12143 Lbs Compare maximum adjusted base shear with wind loading Maximum Adjusted Base Shear 12143 Lbs VERTICAL SEISMIC FORCE DISTRIBUTION FRONTAL BASE SHEAR= 12143 T = 0.203 SIDE BASE SHEAR = 12143 1.000 0.000 k= 1.000 Struct Work Sheet Seismic- SFR LPJ 1/3/2022 Johnson Structural Engineering, Inc. SHEET Bozeman, MT 59715 PROJECT Raisin -SFR JN 22-39fi LOCATION: Anacortes WA SEISMIC LOADING CALCULATIONS PER ASCE 7-16 FRONTAL VERTICAL SEISMIC DISTRIBUTION Load Comb 16-12 LEVEL Hx Wx Hx*Wx*k Cvx Fx 0.7*Fx 3rd Level 0 0.00 0 0 2nd Level 19 40020 760380 0.58 7001 4901 1st Level 9 62040 558360 0.42 5141 3599 SUMS 102060 1318740 1.00 12143 8500 SIDE VERTICAL SEISMIC DISTRIBUTION Load Comb 16-12 LEVEL Fix Wx Hx*Wx*k Cvx Fx .7*Fx 0 0.00 0 0 Roof Level 0 0.00 0 0 Upper Level •9 40020 760380 0.58 7001 4901 Main Level 9 62040 558360 0.42 5141 3599 SUMS 102060 1318740 1.00 12143 8500 Struct Work Sheet Seismic- SFR LPJ Johnson Structural Engineering, Inc. Project: g l/o - g 5Cia 152 W. Short St. Job No.: �-.3 `,- Bozeman, MT 59715 /_�, Z Z- larry@johnsonengineer.com 585-2939 phone Date: Harry@johnsonengineer.com Sheet No.: 1Z Zat Z�1 Ng �/ lBDz< kj 2evel Al Ali/Idz v3 ' 4-t6,/o,5- > (c3 L Z(oD /r s/ 74 a56 w/ Site6`b,c_ p5 & ,ws- - zat4 Is 17011/z ZOO &/ SD (✓'"/ p iwGwi,w -,4,7 = 37,3 r¢f 5,73- - I10 #off t Z6'4#1 (.. 17�- 3 ( loo/wr,wi2 4t�y}� —81- 21O0" (! bzuei V 3¢, = 11JS/ < ,- W/Y 7-aZ4-f Z. t 2-bP9 t Zkt79 —W3,1•041(vs" = of S z - l/I1°4 4- Fo:70 PF3 PF G,Ifr/ 0 -Cw6 u7wrtdR (f2374/. ,57f/O_ _ J3yi < qp / EAv / 3f45 r4f3 Jr /5R9-f z€(Z /Z r_14Lf,o,w4,.ww /z = 4-7` 7,57' 13,C - 17 Glib e7e0 #�0 fro _ ovK� ce j,S1/ 4/ `-z- l (� N tv-e.( ) 1-u,, t.)?,/L 3 -/s3 '�4'Yo,$)-0-) //0/.$))�.k¢ =(i�h`� ` (z5s it(5r4 3e s� , , I g 1 w4,L.,s '- f/ o0 c.�c1 o) - 05(4-) -rl2(lo)) — Jrs•7-s = 782- TDbfawt t.4 c f 140(3)((z) -(/cOo) 4 Rhz.)) = i?-39 ° < /Z3-C" sT 'NJ (m,la1,,wfz - 174-(z•cls) -(/s-((9)a/2( )) ZJ�.x - -47( g eW 5(7 �,` (4� z , 44 F) Tw z-- scevaiJ =34-t N 1L- 45 3-4 NO1/1 -505 r�/3,w4,c✓s- =35"v 4- iFf- 2 ,;, „e. f ., s2 STif/o/ is t'LF,Ux,we,tay = 30341(1) =z32-7 cf2-fr S. T)lov.vwf : Li 6,s,175) -(/s' a)-Nzliix)tidTs))zs Jos -- - .7 ¢ 4'/U/ 1O,/4/ 9 34'0' . Wz Id3 Gib5I (,)ra - M BATH r - g I / CLl15FT 61'�FDROQM IL-- , t j il4. we '1� HALLI'I r1. `� `:- __._..: f PWDRr+ i 7 4 — .PnNTm '.' COVFRF9 I STAIRIAlIf11NF 1'.��: ATIV y HALL ' IL Li5 'I 'III __ i. DININGes{` I� j_ KULIAI 1,1 (,JRN I; STAIR LANDING I :3— I t _ Y._._J__-y. 4 _ v , __ to n. r, _ I elLtuP( 6-R. 4 Wg = r ;.,___ ,�. (Ai fr) L BATHROOM ., %I I p ! BEDROOM Al pp BEDROOM#2 / II !'-"- Y HALL ks I LIZ — /I pIJNIlRY A IppII�' Tr 4 1, ill �JI i4, 0 I • STORAGE 1. MEDIA w 2 Si()RAi.0 ` BENCH f. MUD ROOM 1 ET 1 I' I y n STRIP l,J1 FI I ' ENTRY ail 1 k #1. ENTRY PORCry I C_H..yi —5 Lw ( _rig I — I eix - 1 gp. LANDSCAPE PLAN REQUIEREMENTS: LANDSCAPE SITE PLAN GENERAL NOTES 1. THE ENTIRE LANDSCAPING SCOPE OF WORK IS CONSIDERED DESIGN BUILD, INCLUDING PLANTING AND IRRIGATION. THE MATERIALS IDENTIFIED ON THE LANDSCAPE PLAN ARE A MINIMUM REQUIREMENT FOR THIS PROJECT. FINAL _1 Per AMC chapter 16.50: DESIGN PLANS SHALL BE SUBMITTED BY THE LANDSCAPE CONTRACTOR. One (1) tree unit credit is required per 1,000 square ft. of land area. 0 7 2. CONTRACTOR SHALL BE AN EXPERIENCED, LICENSED LANDSCAPE Current square footage of existing lot = 7,875sf • • CONTRACTOR OR HAVE EXPERIENCE IN THE INSTALLATION OF LANDSCAPE AND Tree units required (8) • • IRRIGATION MATERIALS AND METHODS. •SS 0 Table 16.50.070(D)3 Tree Unit Credits PROP.CORNER • • 3. THE CONTRACTOR SHALL INCLUDE A 2 YEAR MAINTENANCE AND WARRANTY Existingtree 2" to 5" d.b.h. • • • PLAN AS A PART OF THE WORK SCOPE. A FINAL WALK WITH THE OWNER AT • THE END OF THE TWO YEAR PERIOD SHALL IDENTIFY ANY WORK IN NEED OFla th 1 tree unit per tree retained and protected PROP.CORNER • •• REPAIR OR REPLACEMENT UNDER THE WARRANTY. Existing tree 5.1" to 10" d.b.h. PROPERTY LINE $S• 2 tree units per tree retained and protected ' • 4. ALL IRRIGATION LINES SHALL BE PROVIDED WITH A BACKFLOW PREVENTION ---1 la w ! DEV ICE ACCEPTABLE. ALL IRRIGATION LINES SHALL HAVE AN AUTOMATIC Existing tree 10.1" to 25" d.b.h. I z • • DRAIN FEATURE ACTIVATED WHEN THE MAIN IRRIGATION VALVE IS CLOSED 5 tree units per tree retained and protected Jill o v • FOR WINTERIZATION. Existing tree 25.1" d.b.h or larger • • • o 8 tree units per tree retained and protected — m I 5. ALL IRRIGATION DEVICES SHALL BE OF A QUALITY AND DURABILITY LEVEL New or replacement tree • 1li----. 1::!li , • SUITABLE FOR COMMERCIAL INSTALLATION. E I 1 tree unit per tree planted See Section16.50.080(B) 1 , 6. IRRIGATION SYSTEM SHALL BE LOW WATER CONSUMPTION DRIP SYSTEM ,-1 =_ N 0a BMP C • •el° CONTROLLED BY AUTOMATIC WEATHER BASED CONTROLLER. by +�'�� N ( \ U • 20% of site to be landscaped C3 1 E 1 �1 00E } 1 a rn • 1,575 square ft. of existing/proposed landscape required SL 1 I p'` 1 -. , , KV c -a • © u ra • 1 1 7. COORDINATE FINAL SELECTION OF PLANTINGS AND IRRIGATION SYSTEMS WITH - �}' 'g O L ;CY) N .-ii 1 ® I [1 1 • THE OWNER'S REPRESENTATIVE PRIOR TO INSTALLATION. CONTRACTOR SHALL k �,� �' ■ �, • • • • • • • • • • • • • • • • REVIEW AND ONLY PROVIDE APPROVED PLANTINGS. • ', cO •N i N EXITING TREE UNITS. 1 9 E ,p . , r � �, L Ni8 TREE UNITS REQUIRED • I 1 j� W�t' • \ rav) O •v� v) 6 EXISTING TREE UNIT EXISTING ON PROPOSED SITE THAT MEET THE MIN. _ 1 gay LESS 2 I 8. ALL "ENHANCED" LANDSCAPE AREAS SHALL BE BOUND BY PLANTERS TO �; 4 U N _'. k ' \.\ - 13 IMn c • SLOPE PREVENT GROWTH BEYOND THE PLANTER EDGE. ._ •- 71- E - co 1 1° 1 r Ei ^ • 9. DISTURBED AREAS SHALL BE REVEGETATEDWITH APPROPRIATE SEED IF • ", �� f` I • MIX AT THE SPECIFIED RATES: 1 -11/ 4 • 1 1 1 A. THE SEED SHALL BE EVENLY BROADCAST BY HAND, MECHANICAL HAND • \il / 1 1 I SEEDER, OR OTHER APPROVED EQUIPMENT. SEED SHALL BE INCORPORATED INTO THE SOIL USING HAND TOOLS. THE INCORPORATION PROCESS SHALL BE 1 LIDI c 1 I PERFORMED LONGITUDINAL TO THE SLOPE PROGRESSING FROM THE TOE OF 1 0I. • THE SLOPE TO THE TOP OF THE SLOPE. THE WORK SHALL NOT CREATE AN A NTS I $ I I 1 1 EXCESSIVE AMOUNT OF DOWNWARD MOVEMENT OF SOIL OR CLODS ON EXISTING 0 S I 1 I • SLOPING AREAS. SEED SHALL HAVE A SOIL COVER OF NOT LESS THAN ONE- ' • I - 1 I QUARTER INCH (1/4") OR MORE THAN THREE-QUARTERS INCH (3/4"). 1 • 1 _ 1 1 B. SLOW RELEASE FERTILIZER SHALL BE AMMONIUM PHOSPHATE SULFATE : . ig , . � �- - m COMMERCIAL FERTILIZER, AND SHALL CONTAIN A MINIMUM OF 17 PERCENT O - •'*,,t' N.11.34444%ev.....(cht ,, ;�E I 1 • NITROGEN, 7 PERCENT AVAILABLE PHOSPHORIC ACID, 12 PERCENT WATER ` " q `•• _ter_ ° 1 SOLUBLE POTASH; AND SHALL BE UNIFORM IN COMPOSITION, DRY AND FREE i b �►fir cs3fi: j FIBER ROLL BEYOND LESS 2 /o o . S 1 1 LE� S I • W FLOWING, PELLETED OR GRANULAR. THE APPLICATION RATE SHALL BE 250 ' g, , °: • 1 �) SLOPE I POUNDS PER ACRE SPREAD UNIFORMLY OVER THE AREA TO BE REVEGETATED. ■ r Y 1 �,, . 1 s .� 1° 1 0 BMP C�233: CZ F<4. „ �g.� • 1 m I o C. ALL SEEDED AREAS SHALL BE PERMANENTLY MULCHED TO ALLOW q 1k 2 GALV. MTL. STAKES @ 5-0 SILT FENCE ESTABLISHMENT OF VEGETATION. MULCH SHALL CONSIST OF PINE NEEDLES ` O.C. SET 24"ABOVE GRADE I 1 1 1 �., • o Q OR PROCESSED SITE CLEARED VEGETATION. THE MULCH SHALL BE APPLIED - WITH MIN. 8" EMBEDMENT I WI: 1 •1 • . UNIFORMLY AT A RATE OF APPROXIMATELY 4000 POUNDS/ACRE. THE MULCH W• r r J SHALL BE ANCHORED IN THE SOIL BY USE OF A SHEEPSFOOT, CRAWLER TRACK 1 � � OR HAND PUNCHED WITH SHOVELS. ; lit (1) " }• 1 ® 1 _4 1 re D. IN LIEU OF THE MANUAL APPLICATION OF THE SEED, FERTILIZER AND MULCH, '� '67 `� 7- PERMEABLE FILTER FABRIC I— { uJ x _, HYDROSEEDING MAY BE USED TO REVEGETATE DISTURBED AREAS. W/WIRE BACKINGSET6 WI 1 1 •a .• ) •, r -.a BELOW GRADE WITH A MIN. 4" Ul) Ce ' °, ; r d 1 1 .� E. ALL DISTURBED AREAS WILL BE REVEGETATED WITH THE MARTIS CAMP ' § } i ; :•3 RETURN KEY BELOW GRADE 0• ' I a i APPROVED FOREST UNDERSTORY SEED MIXTURE (THE ABOVE LIST IS A O o_ I I GUIDELINE -VERIFY EXACT REQUIREMENTS WITH MARTIS CAMP)AND ALL N 3 et} �} ` • 1 I 01 a AREAS OF EXPOSED SOIL WILL BE STABILIZED WITH PINE STRAW OR MULCH N �` ." PRIOR TO SUBMITTING FOR FINAL RELEASEI:'' , I • EXISTING O • CD 00. I �.• ... GAS LINE > 73 l ' I G I G G a (V 1 20S0" 20'-0" (1) 1 SETBACK LINE SETBACK LINE Minimum Requirements #2 BMP'S ( 4) - 600P-51001111111 I1. ���= < , p BMP T5.13: POST-CONSTRUCTION CO Q) �/ `� w SOIL QUALITY AND DEPTH O IL- Ilk i • - - '0" 0a=MI/4 / '1\ • m CD0 BMP C233: SILT FENCE \; EXISTING i \� / 0 %\ alta • O N CO `� i ,' \� ( m DRIVEWAY SIDEWALK • •• p BMP C105: STABILIZED CONSTRUCTION �� —�� Ij SOIL STOCKPILE / 1121 SF W • m ENTRANCE/EXIT N � � � S2�O PORTA POT�I = Z I ('7 'sFiIter Fence Temporary BMP \ �-�S LOCATION J • m BMP C123: PLASTIC COVERING _ o Y A1 .2 NTS N Q o�o • 2 Ell=1MM w 0 BMP C105: STABILIZED CO s QP� e BMP C154: CONCRETE WASHOUT AREA BMP C154: CONCRETE co m CONSTRUCTION I Document Date : WASHOUT AREA ENTRANCE/EXIT PROP.CORNER February, 2022 i PROP.CORNER PROPERTY LINE [ • - • • - • • - • • - • Document Phase : l( f 1' 2X2 WOOD STAKES @ 48" O.C. SD SD - • • • • • r. • SD* • • SD • • • • • • • rl,b It „ .;' • - �� EXISTING POWER Construction Documents 4: POLE BUILDING AREA: i I '1s STORM DRAIN 75'-0° J / FIRST FLOOR LIVING AREA: 1,263SF r �' 12" DIAMTER FIBER ROLL LOCATED IN / / '+�, SECOND FLOOR LIVING AREA: 1,188SF rev. date remark r. SEDIMENT RETENTION DAKOTA STREET /� BARRIER TOTAL LIVING AREA: 2,451SF GARAGE AREA: 640 SF - °1" 50' 4. ,e SET FIBER ROLL IN 3" DEEP • TRENCH ALWAYS PARALLEL / / SETBACK & HEIGHT LIMITATIONS 1 - TO COUNTOUR LINES MAXIMUM FRONT SETBACK 20 FEET \ • ' r (PERPENDICULAR TO SLOPE) MAXIMUM SIDE SETBACK 10/5 FEET '*f •-` MAXIMUM REAR SETBACK 20 FEET � . ' 4 DAKOTA STREET MAXIMUM BUILDING HEIGHT, , 35 FEET . l 1, k ca 9/ ir 1,, , �M COVERAGE CALCULATIONS ,1! 1 4 SQUARE FOOTAGE OF THE LOT: 7,875 sf I ► ? FOOT PRINT: 2,029 sf ``I ►4 --� COVERED PATIO/DECK: 399 sf M A N A G E M E N T BUILDING COVERAGE: 2,029 sf LANDSCAPENARRATIVE: ALLOWABLE BUILDING COVERAGE: 2,756 sf PLAN Proposed site encompasses 7,875 square ft. of natural vegetation, fir trees, cedar trees and misc. trees, PATIO: 399 sf 1 ,575 square ft. will be planted in local grasses and shrubs which will meet or exceed the 20% requirement. WALKWAYS: 139 sf DRIVEWAY: 629 sf A gentle slope from the southwest to the northwest will provide sufficient drainage for the new single family TOTAL IMPERVIOUS COVERAGE: 3,530 sf(40.00%) Al home to be located on the site, the proposed storm water from new construction will be controlled with TOTAL ALLOWABLE IMP. COVERAGE: 3,937 sf(40%) 1 NTS Fiber Roll Temporary BMP gutters and downspouts to splash blocks that will utilize full dispersion to the site. 1 MANAGEMENT PLAN ■ 2 A01 .2 The use of these plans and specifications is restricted to the original site for which they were prepared. Re-use, reproduction or publication by any method in whole or in part is prohibited, unless authorized by Michael Trafton. Ownership of the design, plans and specifications is solely with Michael Trafton. —-\ AUDITORS CERTIFI ATE /- AT E` MINUTESRPASTIrL_O'CLOCK A.M.• Us1ER 20a..� - AUDITOn,'S��F��ILLErT -- CO_.Y,WAS 1ID�N0 l l __-. RECORDS OF SKAGIT COUNTY,WASHINGTON. \ \ AUDITOR DEP AU TOR NOTES 1.G6FOUND CONCRETE MONUMENT IN CASE AS NOTED / \ \ - -\\ \ 2.°FOUND REBAR&CAP OR PIPE AS NOTED. \ 3.BASIS OF BEARINGS:ROS AF 11201306200031.CENTER UNE OF OAKES AVENUE. j \ \ \ \ 4.EQUIPMENT USED:CR2 2'TOTAL STATION. / \ \ 5.ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY / \ \ \ \ STANDARDS. �' ROS Af200502\\01 \ \ 6.SURVEY METHOD:STANDARD FIELD TRAVERSE ` Rit �l \\ \ \ \ \ \ \ GENERAL INFORMATION C. ' \ \ \n Q y \ 1. This Boundary Une Adjustment is for the purpose changing 59 j � /���'C\ \ \ \ \ �`\ \ O�\/ 2 \ \ the boundary between two parcels. j -� r \�� C� -_ - -301-007-0002,P58283 and (f� \ \ \ \ \ 9 \ \ \ \ 14 13 2. Assessor's Account No. RDS AF201306 00038 \ \d y9\ \ 2 - - order 3 0123 3. Land Description information is from the Title Report, 4 No:21 11855 TO dated June 10,2021.i This property is ,�"t T % \ 3Q1 \ \ot 9\ \ "N.v'A b \ c SUBJECT to and TOGETHER WITH Survey identified in said Title 7'• p3\T0 \ \ OC\ \ \ NW'9L \ \ \ , Report under Auditor's File Number 509693(Protective - \ \\ \ \ \ \ \ Covenants),8902080017,8908090021,9004200021, Sfl c^\ \ \ \ \ \ \ $ Y309.28'PER ROS AF 201306200D31 (Record of surveys)and 201608180006 ����II P \ 9 \ t200411230t72 ���T/3 P�C. (Boundary Une Adjusement survey). \VP"" ' N.3' \,Ot - \ 1' 04440 C 4. Zoning: (R2A)Residential Low Density. ' 0 \ ` y \ \ \ \ \ \ 0 / qt0 5. Water Supply: City of Anacortes. p '� \ �\ \ �Z°\ \ \\ \ \ ' MSS. 6. Sewer Disposal: City of Anacortes P" \ \ UF. ^/ 7. Storm Sewer. City of Anacortes. \ V9 T \ •�\ \ AU P pV'r� ^/" 'A°t 8. This is a boundary survey only. Not all utilities were iV..\---- Z 1 G \ \ \ \ , \ AO18 / I investigated. // \% \ifST \ _ \ \ \ o\\ \99 i�K N� '\6�p go\ \\oo_\ x/\x y\ A L ®v�NU�/ / /LOT ADDRESSES LOT AREAS BEFORE BLA d \ Q1pRy \ \ s y $ (> PARCEL A 2818 OAKES AVENUE PARCEL 'A'(133847)=7,561 SF Thy SC \\ \ 4Pb ��� o'P p / PARCEL B 1109 DAKOTA AVENUE PARCEL 'B'(P58284)= 19,251 SF U \ 4/ \ e \ Ga m Mkt tF-p / LOT AREAS AFTER BLA PARCEL A=7,875 SF D \ �° 30,da �® �e°6 Tto / PARCEL B=18,937 SF P \ (f N�zl S - E /- 0.14'WEST AND CAP 0.23'SOUTH,28023 \\7.-'-4.„.., 9 ROjeN / G0/-- ® FND IRON PIPE,NEWMAN REBAR AND CAP&IEONARD REBAR&CAP \ /\ / - CLUSTERED AROUN➢PROPERTY CORNER. X X / \ / LEGEND ® FND REBAR&CAP,HO%ENG PLS 37550 \d t b .p5' /- mrc -x-x ® FND REBAR&CAP,HERRIGSTAD PLS 27807 'y0'0 \ 1-6 / Property Owner ® Paul Reisman & Hope Star GRAPHIC SCALE 50 0 25 50 100 NE 1/4& NW 1/4 OF THE NE 1/4 OF 1109 Dakota Avenue r J' � SEC710N 23,TOWNSHIP 35 N., Anacortes, WA 98221 ""5 f`5 t"1 RNG. 1 EAST,W.M. - " 11oeti 0)ft SKAGR COUNTY AW GTON. BLA-2021-0015 N: 2 2 SURVEYOR SURVEYOR'S CERTIFICATE BOUNDARY LINE ADJUSTMENT NDALE K. HERRIGSTAD P.L.S. � �,,NERR rrir THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY HERRIGSTAD 1109 Dakota Avenue t-'9 4320 WHISTLE LAKE ROAD I ,� sti ?. DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY f F I't ' ,j 1 RECORDING ACT AT THE REQUEST OF PAUL REIS I JUNE 2021. ENGINEERING AND SURVEYING Anacortes, WA 98221 7s ANACORTES WA 98221 ,' 6 �_� '° � ir!^�/ "I/ 4320 WHISTLE LAKE ROAD, ANACORTES WA SCALE DATE JOB NO: y N„s 360-299-8804 ^��; DALE K.HERRIGSTAD,P.LS. 1'=50' July 2021 2021-97 'Awl.vmo Certificate Now 27807 PHONE (360) 299-8804 DRAWN BY: CHKD BY: SHEET: OF: B® 7,-40-aI-,,,, Date c�W ., ' 0, -CZ1 DKH DKH �Ni 1 2 LEGAL DESCRIPTION BEFORE ADJUSTMENT LEGAL DESCRIPTION AFTER ADJUSTMENT O Parcel A. Parcel A. e. The West 1/2 of Lot 7 and all of Lots 8,9 and 10,Block 310, The South 75,00 feet of the West 1/2 of Lot 7 and all of Lots 8,9 a 'NORTHERN PACIFIC ADDITION TO ANACORTES;as per plat recorded In and 10,Block 310,'NORTHERN PACIFIC ADDITION TO ANACORTES,'as per Volume 2 of Plats,page 9,records of Skagit County,Washington. plat recorded in Volume 2 of Plats,page 9,records of Skagit County, Washington. Parcel Br Parcel B. That portion of the Vacated Burlington Northern Railroad Right Of Way,according to the Plot of the'NORTHERN PACIFIC ADDITION TO The West 1/2 of Lot 7 and all of Lots 8,9 and 10,Block 310, ANACORTES,'as per plat recorded in Volume 2 of Plats,page 9, 'NORTHERN PACIFIC ADDITION TO ANACORTES,'as per plat recorded In records of Skagit County,Washington and described as follows' Volume 2 of Plats,page 9,records of Skagit County,Washington. Beginning at the Northwesterly corner of Block 301 of said Plat of EXCEPT the South 75.00 feet thereoff. the'NORTHERN PACIFIC ADDITION TO ANACORTES' Thence North 21'36'44'West 50 feet; TOGETHER WITH that portion of the Vacated Burlington Northern Thence North 59'09'58'East 112.50 feet) Railroad Right Of Way,according to the Plat of the'NORTHERN PACIFIC ACCEPTANCE Thence South 16'15'44'East 64.81 feet to the Northerly line of said ADDITION TO ANACORTES,'as per plat recorded in Volume 2 of Plots, This Boundary Line Adjustment is hereby examined and approved for Block 301) page 9,records of Skagit County,Washington and described as Thence South 66'28'42'West along said Northerly line 105.06 feet to follows' 1 r^ok- the point of beginning(WILD. acceptan day of AUgUfiI /TAZ1 Beginning at the Northwesterly corner of Block 301 of said Plat of J (aka Lots 1 and 2 of boundary line adjustment survey recorded the'NORTHERN PACIFIC ADDITION TO ANACORTES' City n;er?�nwv.waf s 9�rt:G.ror- August 18,2016,under Skagit County Auditor's File No.201608180006). Thence North 21'36'44'West 50 feet) y w Thence North 59'09'58'East 112.50 feet) Situated In Skagit County,Washington. Thence South 16'15'44'East 64.81 feet to the Northerly line of said Subdivision Administrator Block 301; Thence South 66'28'42'West along said Northerly line 105.06 feet to the point of beginning(P,O.B.). Situated in Skagit County,Washington. CONSENT: Know Ni Alm by we the undersigned owners certify that the Boundary Use Adjustment is made as a free act and deed,injdtness whereof we have hereunto set our hands and seals this y3D day of JUL/ 202/ / 'a.� Paul Reisman Hope tar State of Washington County of Skagit I certify that I know or have satisfactory evidence that Paul Reisrun&Hope Star,husband and wide,signed this instrument,and acknowledged it to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument Given under my hand and official seal this' day of \. 20 a Notary Public in and for the note of Washin on .l Signed Name print ov,+r,' r"°.T�. Residing at a 2 5 PN"-- rr WA 1,2DA My commissions expires Ca-ds^X%. ,,,OR'IN .:o e`°n°oStafi.: e'Y41 .OTARY"tR 5 PMELO E y Property Owner f�'�e o; Paul Reisman & Hope Star 14116;ry-iiW!00' 1109 Dakota Avenue Anacortes, WA 98221 BLA-2021-0015 SURVEYOR BOUNDARY LINE ADJUSTMENT DALE K. HERRIGSTAD P.L.S. _ = HERRIGSTAD 1109 Dakota Avenue 4320 WHISTLE LAKE ROAD '? t Rr�Ay ( ENGINEERING AND SURVEYING Anacortes, WA 98221 ANACORTES WA 98221 Nl I'4,t,* f;/ _r 4320 WHISTLE LAKE ROAD, ANACORTES WA SCALE DATE: JOB NO: 360-299-8804 % "^< PHONE (360) 299-8804 NONE July 2021 2021-97 �'Z- 1 DRAWN BY; CHKD BY: SHEET: OF: ' < DKH DKH 2 2