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HomeMy WebLinkAboutPermit File BLD-2022-0499 2104 Pennsylvania Court 1 City of Anacortes Invoice/Permit#: BLD-2022-0499 904 6th Street Applied date: 06/24/2022 P.O.Box 547 Anacortes, WA 98221-0547 Issue date: 07/28/2022 _� t►�: (360) 293-1901 Expire date: 01/24/2024 Job Address: 2104 PENNSYLVANIA CT Permit Type: Single Family Residence Permit ANACORTES WA98221-4511 Project: APN: P125681 Remarks: New SFR. Owner: JOSH &EMILY COUCH Contractor: TAYSO HOMES LLC Address: 3719 W 5TH ST Address: 489 ANDIS RD ANACORTES WA 98221-1248 BURLINGTON WA 98233-3329 Phone: (971)241-2588 Phone: (360)540-6763 License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 Use Zone R2 Building Permit Fee 3,618.50 Flood plain development N Plan Review Fee 2,352.03 Basement Square Footage 1004 Mechanical Permit Fees 266.25 New or Replaced Hard Surface 3505 Plumbing Permit Fee 182.00 Lot Area 8501 State Building Code Fee Resi 6.50 1st Floor Square Footage 1817 Sewer Inspection Fee 52.14 Deck Square Footage 164 Storm Drain GFC-Residential 1,801.00 Porch Square Footage 50 Sewer GFC-Residential 9,942.00 Stove, Appliance 1 Parks Single Family Impact Fee 1,471.70 Building Valuation 580276 Traffic Impact Fee 3,043.58 #of Heat Pumps<= 3 Hp 1 Non Sprinklered SFR Fire Fee 110.81 #of Water Heaters 1 EMS Impact Fee 392.86 #of Wall Heaters 8 SFR/duplex: site plan/design 60.00 Stormwater Review 280.40 #of Tubs, bath 3 #of Clothes Dryers 1 Total Calculated: 23,779.77 #of Clothes Washers 1 Deposits/Receipts: 0.00 #of Dishwashers 1 #_of_Gas Outlets 1 Total Due: 23,779.77 #of Gas Fireplace 1 #of Gas Piping 1 #of Water Piping 1 #of Hose Bibs 3 #of Kitchen Sinks 1 #of Hand Sinks 3 #of Other Mechanical Units 3 #of Range Hoods 1 #of Showers 3 #of Side Sewer 1 #of utility Sinks 1 #of Ventilation Fans 5 #of Water Closets(Toilets) 3 Q City of Anacortes Invoice/Permit#: BLD-2022-0499 904 6th Street Applied date: 06/24/2022 P.O.Box 547 Anacortes, WA 98221-0547 Issue date: 07/28/2022 (360) 293-1901 Expire date: 01/24/2024 -O VL The issuance or granting of this permit shall not be construed to be a permit for,or approval of, any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order, proclamation,guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor.This permit becomes null and void if work or construction authorized is not commenced within 180 days or if construction work is suspended or abandoned for a period of 180 days at any time after work is commenced. I have read and examined this application and know the same to be true and correct. �� SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY CONTACT PERSON -Select one person the city will contact for anything related to this project: EC APPLICANT ❑PROPERTY OWNER ❑CONTRACTOR ❑OTHER(LIST BELOW) NAME PHONE Josh Couch 971-241-2588 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS 3719 W 5th St, Anacortes, WA 98221 joshdcouch@gmail.com LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lender involved with your project, write "no lenders"on the Name Line below. NAME PHONE Aaron Rodriguez 503-910-9705 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS 1400 Washington St. STE 200, Vancou% AaronRodriguez@umpquabank.com ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: 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. I understand that if 1 submit incomplete, inaccurate, and/or erroneous information it will take the City longer to process my permits. 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. 1 understand and acknowledge that Special Inspections could be required as part of my project, and if needed 1 will be required to pay for the cost of these inspections. 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. 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 PRINTED NAME Res.Building Permit Application Submittal Checklist Updated December 2021 Page 2 of 17 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 c�oR Office Location: 904 61h Street, Anacortes WA 98821 Phone: (360) 293-1901 RESIDENTIAL BUILDING PERMIT APPLICATION THIS APPLICATION PACKET IS USED FOR THE FOLLOWING PROJECT TYPES: Single-Family Residences (SFR), Duplexes, Additions & Remodels, Accessory Structures (i.e. garages, carports), Accessory Dwelling Units, Manufactured Homes, Residential Decks & Retaining Walls, and Docks& Pilings. FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION PROPERTY INFORMATION PROJECT ADDRESS(STREET,SUITE#) ASSESSOR PARCEL NUMBER 2104 Pennsylvania Court P125681 SUBDIVISION/LOT# ZONING LOT AREA(SIZE) 8501 R2 SQ. FT. TYPE OF PROJECT 1XI NEW ADDITION REPAIR REMODEL CHANGE OF USE SFR Lj Duplex ❑X 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? I YES ✓ NO f YES, provide the permit/application number: PROJECT SUMMARY: PROJECT VALUATION Single family home new construction, single floor with a (Cost of Materials & Labor) daylight basement. $580,276 PROPERTY OWNER INFORMATION NAME PHONE Josh and Emily Couch 971-241-2588 or 360-630-9783 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS 3719 W 5th St, Anacortes, WA 98221 joshdcouch@gmail.com CONTRACTOR INFORMATION NAME* PHONE Inspire Homes 253-606-7891 CONTRACTOR'S BUSINESS LICENSES STATE LICENSE# EXPIRATION *All Contractors&Subcontractors must have a valid City I NSPI H*781 J 1 04/25/2024 of Anacortes business license prior to doing work in the UBI# EXPIRATION City. 604 788 806 ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS 489 Andis Rd, Burlington, WA 98233 swise@inspirehomes.com Page 1 of 17 Res.Building Permit Application Submittal Checklist Updated April 20,2021 SUBMITTAL CHECKLIST v v D m v 0 M 3 3 X D C y O r V n O 70 �n Residential Building Permit � �- v o O 3 3 Submittal Requirement Checklist Q ,' °' o '� n c o O fD '* 7 N O Residential Building Permit Application Form X X X X X (FORM BP-1—attached) Structure &Site Information Form X X X X X (FORM BP-2—attached) Mechanical & Plumbing Fixtures Form X X X (FORM BP-3—attached) Architectural Plans X X X X X (requirements listed on FORM BP-4-attached) Stormwater Management Minimum Requirements X X X X Determination (FORM BP-s,attached) ✓ Stormwater Site Plan X X X X Site Plan & Landscape Plans- requirements listed on Form X X X X X BP-6 ✓� Structural Plans&Calculations X X X X X ❑ Energy Code Plans& Forms X X ✓ Manufacturer's Specifications/Cut Sheets X ✓ Copy of recorded survey X X X X ❑ Critical Area Identification Form X X X X X ❑ Shoreline Structure Checklist, if applicable X X ❑ Technical Reports X X X X ❑ Other Required Permits, if applicable X X X X X ❑ I ADU Affidavit of Owner Occupancy(signed) X SUBMITTAL INFORMATION Please send applications in PDF format to buildingpermit@citvofanacortes.org ➢ Send applications in PDF format with a file and message size no greater than 30 MB.An email with a link to a file share site (Dropbox, Google Drive, OneDrive, etc.) is acceptable. Paper copies may be requested after initial review. FEES Once application is received, staff will reach out if a deposit is required. Otherwise, permit fees are paid prior to building permit issuance. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 3 of 17 REQUIRED SUBMITTAL INFORMATION Additional details on certain submittal items are provided below to ensure Applicants are fully aware what City staff will be looking for when an application is submitted to the City. FORMS AND PLANS • FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION FORM. Provides key information about your project, including type of permit you are applying for, and property owner, contractor, and contact information. • FORM BP-2: STRUCTURE AND SITE INFORMATION FORM. Provides key information about the proposed structure, including height, floor areas, fire protection proposed, and asks questions about site characteristics that are used to determine whether your project requires any other information or additional permit applications to be submitted. • FORM BP-3: PLUMBING AND MECHANICAL INFORMATION. Form BP-3 provides space for you to fill in fixture information for plumbing and mechanical appliances and equipment that are included as part of your project. • FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS. Form BP-4 contains a list of all the items required to be shown on Architectural Plans. • FORM BP-5: STORMWATER MANAGEMENT DETERMINATION FORM. Most development within the City of Anacortes that involves disruption of soils, or construction of buildings, streets, parking lots, etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed (grading,vegetation removal), or the amount of hard surface that is created or replaced on a site (building footprint, concrete, asphalt or gravel parking, sidewalk, etc.). Form BP-5 assists you in determining the level of stormwater review(applicable Minimum Requirements) required for your project. • STORMWATER SITE PLAN. The Stormwater Site Plan is the comprehensive report containing all of the technical information and analysis necessary for regulatory agencies to evaluate your project for compliance with stormwater requirements. The level of stormwater review and contents of the Stormwater Site Plan will vary with the type and size of the project, and individual site characteristics. Use Form BP-5 to determine the level of stormwater review and then complete the applicable Stormwater Minimum Requirements Form on the Public Works- Engineering Department Forms website and provide required submittal items/plans. • FORM BP-6: SITE PLANS& LANDSCAPE PLANS. Form BP-6 contains a list of all the items required to be shown on Site and Landscape Plans. • STRUCTURAL PLANS: Plans prepared and stamped by a State of Washington licensed professional structural engineer drawn at a scale approved by the Building Official clearly indicating the information required by the "Permits" section of the currently adopted International Building Code and Chapter 19.27 RCW (State Building Code Act, Statewide amendments), and City submittal forms including: structural members labeled as to size and spacing as well as bracing, blocking, bridging, special connectors, and anchor bolts; cross-section details, as needed,to show typical foundation,floor, wall, ceiling and roof construction; insulation of walls, floors and roof/ceiling; and details of stairs,fireplaces and special construction, if any. • STRUCTURAL CALCULATIONS: An analysis of loads, materials, etc., prepared and stamped by a State of Washington licensed professional structural engineer. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 4 of 17 • ENERGY CODE FORMS: The standard Washington State Energy Office form requesting the information required under Chapter 51-11 WAC detailing building components used to comply with the State Residential or Nonresidential Energy Code, as applicable. • MANUFACTURER'S SPECIFICATIONS/CUT SHEETS: A document that summarized the performance and other technical characteristics of a product, machine, component, material, or subsystem (e.g., a power supply) in sufficient detail that allows the City to determine the product will be incompliance with applicable codes. • COPY OF RECORDED SURVEY. A survey of your property is needed so that conformance with minimum setback requirements and other development standards can been confirmed and verified on site by the inspectors. Property markers must be visible on your property. If they are not at the time an inspection is requested,you may need to have a new survey completed. • CRITICAL AREA IDENTIFICATION FORM. Use this from to determine and/or identify if critical areas or critical area buffers are located on or within 300 ft. of the development area. If critical areas are determined to be present, a Critical Area Permit may be required. • SHORELINE STRUCTURE CHECKLIST.This checklist is required to supplement the building permit application if the proposed structure or development is waterward or within 200 ft.from the shoreline.This checklist will also assist in determining what other approvals or permits may be required for the proposed work. OTHER SUBMITTALS DETERMINED ON A CASE-BY-CASE BASIS TECHNICAL REPORTS Following is a list of technical reports that will be required to be submitted to the City when certain circumstances exist on or near a site an Applicant is planning on making improvements to. The general triggers for each of the listed technical reports I provided below: A. CRITICAL AREAS REPORTS: In general, Critical Area reports are required when wetlands and/or streams are located on or near a site. Critical area mitigation plans may also be required, depending on the project proposal. See Anacortes Municipal Code Ch. 19.70 for additional information. B. GEOTECHNICAL REPORT: In general, Geotechnical Reports are required when work is proposed on or near slopes in excess of 15%and/or known landslide hazard areas. See Anacortes Municipal Code Ch. 19.70 for additional information. OTHER PERMITS DETERMINED ON A CASE-BY-CASE BASIS OTHER FORMS Following is a list of other permits that could be required in certain circumstances. The general triggers for each of the listed permits is provided below. A. FILL AND GRADE PERMIT: Grading (importing, exporting, and/or moving material on a site) of more than 50 cubic yards and/or if grading modifies the existing flow of stormwater or groundwater. B. RIGHT-OF-WAY PERMIT: A right-of-way permit is required anytime the public right-of-way is disturbed or obstructed in any way by private development or the general public. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 5 of 17 FORM 1313-2: STRUCTURE AND SITE INFORMATION PROPERTY WHERE WORK IS OCCURRING ADDRESS 2104 Pennsylvania Court, Anacortes, WA 98221 PARCEL NUMBER(S) P125681 DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with "N/A". STRUCTURE HEIGHT AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1ST FLOOR: 1817 sq ft 2ND FLOOR: 3RD FLOOR: BASEMENT: 1004 sq ft GARAGE: TOTAL DECK: 164 sq ft TOTAL PORCH: 50 sq ft 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? DYES ❑NO Are structural plans required? I DYES ❑NO PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? ❑YES [:]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 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 ❑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? OYES NO If YES, you will be required to submit a SEPA checklist. If you have already completed the SEPA process, list the permit number: REQUIRED SIGNATURE 1 hereby declare that 1 am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. 1 also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects, true, correct, and complete to the best of knowledge and belief. SIGNATURE DATE 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 X 8 Water Heater X 1 Heat Pump X 1 Air Conditioner/Handler Radiant/Hydronic Heating Exhaust Fans X 5 Range Hood X downdraft 1 Fireplace X 1 Clothes Dryer& Duct X 1 Stove/Range/Oven X X Natural Gas Stove Electric Oven 1 Refrigeration Unit X 1 Gas Piping/Outlet(s) X 1 Boiler BTUs: Other X heat pump headers 3 L TOTAL MECHANICAL OUTLETS 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 3 Water Piping 1 Hand Sink 3 Washing Machine 1 Shower 3 Electric Water Heater:Tank-less? Yes❑ No Dishwasher 1 Backflow Prevention Device Urinal N/A Hose Bib 3 Floor Drain/Floor Sink N/A Drinking Fountain N/A Hydronic Heat in:❑Floor ❑Wall N/A Grease Interceptor N/A Other-please specify: TOTAL PLUMBING FIXTURES Res.Building Permit Application Submittal Checklist Updated December 2021 Page 8 of 17 FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11" x 17" and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. • Structural plans must be stamped by a structural engineer licensed in the state of Washington. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE? REQUIREMENTS PAGE# Cover or 1St page) must include: X Site address X Parcel number Yes X Lot number(if applicable) 19, 22 X Lot size NLot coverage % impervious surface coverage Yes Floor plans with existing(if applicable) and proposed building layout with 27 - 28 square footages and with the use of each room/area labeled. Window and door sizes labeled and window ventilation area. Commercial, Yes Multi-Family, and Mixed-Use Structures must also include door and window 27 - 28 schedules. Yes Plumbing, duct, and electrical layout. Penetration protection must be shown. 22 - 33 Yes Opening headers, size, and material. 22 - 36 Cross section details, showing typical foundation,floor, wall, ceiling and roof Yes construction and insulation. 31 Structural members labeled as to size and spacing as well as bracing, blocking, Yes bridging, special connectors, and anchor bolts. 35 - 36 Yes Details documenting energy code compliance. 63 - 70 Exterior building elevations demonstrating compliance with applicable Yes structure type design standards (small lot, duplex, or ADU) and maximum 30 - 31 building height Res.Building Permit Application Submittal Checklist Updated December 2021 Page 9 of 17 Building height (see AMC 19.42.120 for measurement methods, exceptions and modifications). • Show a line representing, and label the elevations of, the existing natural topography at the foundation at the front of the building. Yes • For corner lots and lots that slope downhill from the property line at 30 - 31 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)). Yes Special details as needed (i.e., stairs,fireplaces, special construction). 94 Yes Insulation and insulation values of walls, slab, floors, and roof/ceiling. 63 - 70 Yes Existing and proposed grades with slope of lot shown. 19 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 page 19, 177 - 217 Total Area Converted from Vegetation to Lawn or Landscaped Area page 19, 177 - 217 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 2770 (Sidewalks, paths, patios,etc.) Pollution Generating Hard Surface Area 0 716 (Driveways, parking areas, etc.) TOTAL HARD SURFACE 3486 Site Size 8501 Existing Impervious Surface Coverage% 41 .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. 0 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 0, Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert 3/4 acres or more of vegetation to Does the project result in lawn or landscaped areas,or 5,000 square feet,or NO convert 2.5 acres or more of greater,of new plus native vegetation to pasture? replaced hard surface area? No ZYesYesDoes the project result in 2,000 IF square feet,or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted Yes NO vegetation areas. Does the project have land Minimum Requirements#1 disturbing activities of 7,000 through#5 apply to the new Yes square feet or greater? and replaced hard surfaces and the land disturbed. NO IF Minimum Requirement#2 applies. Figure 1-2.4.1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June2015 ECOLOGY Please see http//www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 13 of 17 FLOW CHART FOR DETERMINING REQUIREMENTS FOR REDEVELOPMENT Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Does the land disturbing activity total 7,000 square feet or greater? Yes lNo Minimum Requirements#1 through#5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert Y4 acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the related project? NO converted vegetation areas. Yes Does the project add 5,000 square feet or more of new hard surfaces? Yes NO Is the total of new plus replaced hard surfaces Do the new hard 5,000 square feet or more, surfaces add 50%or NO No additional NO AND more to the existing requirements. does the value of the proposed improvements hard surfaces within -including interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? YesE All Minimum Requirements apply to the new and replaced 4-1 hard surfaces and converted vegetation areas. Yes Figure 1-2.4.2 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June2015 ECOLOGYPlease see http b(roww.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 14 of 17 FORM BP-6: SITE PLAN REQUIREMENTS GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant site plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an engineering or architectural scale. INFORMATION REQUIRED ON ALL SITE PLANS COMPLETE? REQUIREMENTS PAGE# ON PLANS COVER SHEET: X Vicinity Map X Name of the project X Name, address, and telephone number of owner and agent(s) El Name, address, and telephone number of Applicant (if different from the owner) X Zoning designation of the site X Area, in square feet and acreage, of the project site Yes X Reference to the Building Code used 19, 22, 219 X Proposed use X Occupancy group X Construction type X Square footage and height of each individual building X Percent lot coverage JXJ Percent impervious surfaces Yes Scale and North Arrow 19, 219 Property features Location, identification, and dimensions of all property lines and easements. Yes All easements shown on the title report, Record of Survey, or plat must be 19, 219 dimensioned and shown. Location and dimensions of existing critical areas (wetlands, streams, steep N/A slopes) and their associated buffers. N/A Location of Ordinary High Water Mark and shoreline jurisdiction limits (i N/A adjacent to a shoreline). N/A Existing and proposed contours and site elevations (i.e. finished grades) at 5- Yes foot minimum increments. The horizontal and vertical control datum must be 19, 219 clearly shown. Structures N/A Location, identification, dimensions and size of all existing and proposed N/A buildings and other structures. Res.Building Permit Application Submittal Checklist Updated December 2021 Page 15 of 17 Yes Location of existing and proposed retaining walls, rockeries, and fences. 19, 219 Yes Location, identification, and dimensions of all setbacks. 19, 219 Show proposed projections into required setbacks, including dimensions(see Yes AMC 19.44.140) 19, 219 Utilities & Easements Location and dimensions of existing and proposed stormwater, sanitary Yes sewer, potable water, and fiber lines/facilities. All wells and septic systems 19, 219 located on or near the project site must also be identified. Location of all existing and proposed fire hydrants within 300 feet of the Yes boundary of the project site. 19, 219 Location and dimensions of existing and proposed freestanding lighting Yes fixtures, utility junction boxes, public utility transformers. 19, 219 Stormwater Proposed Temporary Erosion and Sediment Control Measures, if not located Yes on other plans. 177 - 217 Yes Proposed permanent stormwater management BMPs. 177 - 217 Access, Circulation & Parking Location, identification, and dimensions of all existing and proposed on-site Yes and adjacent streets and alleys, including the location and dimensions of all 19, 219 existing and proposed curbs, gutters, sidewalks, median islands, and street trees. Show existing and proposed vehicular access to the site, including the size Yes and location of driveways and curb cuts. 19, 219 Show existing and proposed parking spaces, including surface material and Yes dimensions of spaces. 19, 219 Open Space (ADUs, Small Lots, and Duplexes) Show calculations, location, dimensions and provided square footage of Yes required open space area per AMC 19.43.010.C, E, or AMC 19.47, as 19, 219 applicable. Landscaping Show the location and design of landscape areas to be preserved and Yes planted, and a plant list to include the location, number, size and type of 19, 219 plant material by botanical and common name. Yes Location of irrigation system if a permanent or temporary system is 19, 219 proposed. Yes Show the location of existing trees to be retained in conformance with AMC 19, 219 16.50, and tree protection measures to be implemented, when applicable. Provide a maintenance plan for any infiltration-based stormwater best Yes management practices (BMPs) built as part of the landscaping design, including the specifications and maintenance procedures of any soil 19, 219 amendments. Show new trees to be planted and tree unit credit calculations, in Yes conformance with AMC 16.50 Tree preservation,when applicable 19, 219 Res.Building Permit Application Submittal Checklist Updated December 2021 Page 16 of 17 A table similar to the following with project specific information provided, must be placed on the site plan: Required Landscaping For Example Calculations Site Area 7,500 sq.ft. %of site area to be landscaped (per 20%- R2A zone AMC Tables 19.42.020-.030) 1,500 sq.ft. required Yes 1,850 sq.ft. provided 19, 219 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 Survey Drawing WIRE FENCE \ / / IN DISREPAIR / b� /N89°38'23"W 93.02' LAND DESCRIPTION 5' WIRE FENCE 2bb 2b9/ / (PER AFN 202112030053) LOT 5, "PLAT OF EAGLE RIDGE", AS PER PLAT RECORDED JANUARY 11, 2007 UNDER wAUDITOR'S FILE NUMBER 200701110039, RECORDS OF SKAGIT COUNTY, WASHINGTON. 0 30" STUMP SURVEY NOTES: / 0 1. THE HORIZONTAL DATUM FOR THIS SURVEY IS WASHINGTON STATE PLANE \\ COORDINATES, NORTH ZONE, NAD 83/11, DERIVED FROM GN55 OBSERVATIONS N VIA THE WASHINGTON SPATIAL REFERENCE NETWORK (WSRN). THE BASIS OF / BEARINGS IS NORTH 0020'35" EAST BETWEEN FOUND MONUMENTS ON THE \ CENTERLINE OF PENNSYLVANIA COURT AS SHOWN HEREON. I z / / /2�5i / \ \ 10 5 0 10 20 2. THE VERTICAL DATUM FOR THIS SURVEY IS NAVD 88 DERIVED FROM GN55 0 1 \ \ \ / OBSERVATIONS VIA THE WASHINGTON SPACIAL REFERENCE NETWORK (WSRN). 3 \ \ \ \ / / PROJECT BENCHMARK - W5DOT MON SHIP, ELEV.=140.758 USFT \ \ \ / / \ SCALE IN FEET 3. THE PURPOSE OF THIS SURVEY IS TO PROVIDE TOPOGRAPHIC DATA FOR LOT 5 / 30" STUMP i ARCHITECTURAL DESIGN. THE LIMITS OF THE PROJECT MAPPING ARE AS PROVIDED BY THE CLIENT. 276 � � \ LOT 4 J 4. THE CONTOURS SHOWN ARE DERIVED FROM DIRECT FIELD OBSERVATIONS -- / / ',II / / __ \ USING A TRIMBLE 56 TOTAL STATION AND TRIMBLE R10 GN55 RECEIVER. THE CONTOUR INTERVAL IS 1 FOOT. LO 1 / \ w / \ 5. THE PARCEL LINES SHOWN ARE FOR REFERENCE ONLY, ARE CALCULATED BASED ON THE FOLLOWING DOCUMENTS RECORDED IN SKAGIT COUNTY, AND DO NOT REPRESENT AN ACTUAL BOUNDARY SURVEY: \\ z LOT 6 \ _280— PLAT OF EAGLE RIDGE, AUDITOR'S FILE NO. 200701110039 / 6. UTILITIES SHOWN HEREON ARE BASED ON EVIDENCE OF STRUCTURES AND APPURTENANCES OBSERVED IN THE FIELD AND UTILITY LOCATE MARKS PROVIDED BY OTHERS. NO FURTHER UTILITY RESEARCH WAS CONDUCTED. PVC STAND \ �\\ PIPES -T�/ COMM LEGEND un JB COMM \ OO FOUND REBAR&CAP PEM L.S. 25971 0 E / ® FOUND MONUMENT AS NOTED LOT COMM B❑o COMMUNICATIONS RISER A=37°30'41" F. R=55.00' L=36.01' ® JUNCTION BOX 0 �FTGF�� 9 E \ ® WATER METER C. pQ WATER VALVE HYDRANT \ F� SANITARY SEWER MANHOLE B TAX PARCEL NUMBER PVC STAND / \ � CONC CUR TPN SUBJECT PROPERTY LINE \ G�\ htip Q�0 "l \ PIPES /GPI GONlG. � P� P ADJACENT PARCEL LINE RIGHT-OF-WAY LINE GONG 1P�� RIGHT-OF-WAY CENTERLINE 5Q \ E E E UNDERGROUND ELECTRIC LINE \ / C C C UNDERGROUND COMMUNICATIONS \ < / GAS GAS UNDERGROUND GAS LINE \ \ / W W W UNDERGROUND WATER LINE FOUND CONC. MONUMENT IN CASE W/2-1/2" BRASS DISK,W/PUNCH. � ,VY D � pF WAS�rf o� LOT 3 N89°46'41"E 29.96' 1 FOUND CONC.MONUMENT IN CASE T s��CI SE�F'� W/2-1/2" BRASS DISK,NO PUNCH. S/CNAL v SJ I SHOT ON TOP CENTER TOPOGRAPHIC MAPPING PREPARED AT THE REQUEST OF JOSHUA COUCH Q M A PORTION OF SW 1/4, SW 1/4, SECTION 23, \ Z g TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. \ '< I �u ANACORTES, SKAGIT COUNTY, WA J �o N STAR SURVEYING, INC. Z z P.O. BOX 1343\ w ANACORTE5 starsurveying@rockisland.com WASHINGTON 98221 www.starsurveyinginc.com \ LAND SURVEYING MAPPING PLANNING CAD BY: KDB DATE: 5/27/2022 JOB NO.: A242 CHK B : B P PAGE 1 OF 1 SCALE: 1"=10' FLD BK: 502A A2429.DWG CIVIL 3D 2020 SURVEYED BY FIELD TRAVERSE WITH A TRIMBLE 5-6 ROBOTIC SYSTEM 110 Engineering Calculations Engineering Calculations & Details [Project] [Date] CUSTOM - COUCH 6/8/2022 ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ [Site] [Rev] 2104 PENNSYLVANIA CT ANACORTES, WA 98221 Client [Scope] ❑X Lateral Design JOSH & EMILY COUCH ❑ Exterior Posts ❑X Beam (Vertical) Loads ❑X Isolated/Special Footing(s) ❑X Foundation Footings (ONLY) ❑ Foundation Stem Walls ❑ Isolated/Special Conc Wall and/or Basement Walls ❑ Other Ground Load Roof Snow Load Exposure Seismic Zone Wind ASD Wind LILT .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. N/A 25 PSF B D1 85 MPH 110 MPH ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ Please note both professionals below, collectively with Einstein Design, should be considered the professional of record for the project above. If a change, revision, or clarification is requested/required, either party, in their individual capacity, shall be permitted to give direction and act as the professional of record for this project. ANNE BF �► of VAS r., z ,0 55160 �4 ONAL E F I N STF I N D ES I G N William , Architect NCARB ph (360)202-8 202-8908 ENGINEERS-ARCHITECTS-PLANNERS Carlie Anne Berard, PE 606 COMMERCIAL AVENUE STE D ph (360)202-8908 ANACORTES,WASHINGTON 98221 6/8/22,8:37 AM U.S.Seismic Design Maps ��GINEFS OSH PD 2104 Pennsylvania Ct, Anacortes, WA 98221, USA Latitude, Longitude: 48.499667, -122.656185 m d Airline Training 14 Academy Go le Tursi Park g Map data©2022 Date 6/8/2022,8:34:44 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section 11.4.3) Type Value Description SS 1.148 MCER ground motion.(for 0.2 second period) S, 0.408 MCER ground motion.(for 1.0s period) SMS 1.377 Site-modified spectral acceleration value SMi null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.918 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.488 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.586 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 1.148 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.263 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1 RT 0.408 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.458 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.909 Mapped value of the risk coefficient at short periods CRC 0.89 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 6/8/22,8:37 AM U.S.Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. hffps://seismicmaps.org 2/2 ❑ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN custom.wsw WoodWorks®Shearwalls 2019(Update 3) June 8,2022 08:43:56 Level 1 of 2 65' 60' 55' 50' G-1 45' F-1 40' 35' 30' 25' E-1 20' N 15' v 10' D-1 5' N C-1 0' B 1 A-1 -5' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 6$' 70' Segmented ® Perforated ® Force-transfer 0 Non-shearwall ® Aspect factor Orange=Selected wall(s) ❑ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN custom.wsw WoodWorks®Shearwalls 2019(Update 3) June 8,2022 08:43:56 Level 2 of 2 65' 60' - - - - - - - -J- - - - -L - - - - L - - - - J - - - - -L- - - - -L- - - - -J- - - - - 55, ------ 50' G-1 .-------- �I I I - ------ - - -------- F-1- ---------- -------------------�4& v ________________J__________L_______ _______ J__________L ________L___ ____ __________�_________ ______ _1____ ___J_______ __�________ ______ _ ----------L_________1_________J1�! D-1 --------r---------i M----� , --5j= -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 50, 60' 60' 70' Segmented ® Perforated ® Force-transfer 0 Non-shearwall ® Aspect factor Orange=Selected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Woodworks®Shearwalls 2019(Update 3) custom.wsw Jun.8,2022 08:45:46 Project Information DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2018/AWC SDPWS 2015 ASCE 7-16 Directional (Ail heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design(ASD) For Deflection(Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 15% (<=19%) 10% (<=19%) 0.50 0.83 Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Forces based on... Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels when comb'd w/ wood panels Drag struts Applied loads Shearwall relative rigidity: Wali capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.3-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Risk Category Category IT - All others Serviceability Wind Speed 85 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Partially open Design Category D Min Wind Loads:Walls 16 psf Site Class D Roofs 8 psf Spectral Response Acceleration Topographic Information[ft] S1: 0.408g Ss: 1.148g Shape Height Length Fundamental Period E-W N-S - - - T Used 0.212s 0.212s Site Location: - Approximate Ta 0.212s 0.212s Elev: Oft Maximum T 0.297s 0.297s Flexible building, gust factor = 0.85 Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1.04 Fv: 1.89 Eccentricity(ft) 8.10 7.09 Loaded at 75% 1 Woodworks® Shearwans custom.wsw Jun. 8, 2022 08:45:46 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth in Height ft shrinkage in length in Ceiling 21.67 0.0 Level 12.67 10.0 9.00 13.8 14.5 Level 2.83 10.0 9.00 13.8 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 1 2 Story E-W Ridge Location X,Y= 0.00 4.00 North Side 22.5 1.00 Extent X,Y= 54.00 42.75 South Side 22.5 1.00 Ridge Y Location,Offset 25.38 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 30.52 8.85 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y= 33.75 -0.50 North Joined 157.5 1.00 Extent X,Y= 20.00 4.50 South Gable 90.0 1.00 Ridge X Location, Offset 43.75 0.00 East Side 33.0 1.00 Ridge Elevation,Height 28.16 6.49 West Side 33.0 1.00 Block 3 2 Story N-S Ridge Location X,Y= 0.50 2.00 North Joined 157.5 1.00 Extent X,Y= 20.75 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 10.88 0.00 East Side 33.0 1.00 Ridge Elevation,Height 28.40 6.74 West Side 33.0 1.00 Block 4 2 Story N-S Ridge Location X,Y= 0.50 -0.50 North Joined 90.0 1.00 Extent X,Y= 10.50 2.50 South Gable 90.0 1.00 Ridge X Location,Offset 5.75 0.00 East Side 22.5 1.00 Ridge Elevation,Height 23.84 2.17 West Side 22.5 1.00 2 WoodWorks® Shearwalls custom.wsw Jun. 8, 2022 08:45:46 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 Vert 83500 8d Nail N 6 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 Vert 83500 8d Nail N 3 12 Y 1,2,3 3 Both Struct Sh OSB 24/16 7/16 Vert 83500 1 8d Nail N 3 12 Y 1,2,3 Legend: Grp—Wall Design Group number,used to reference wall in other tables(created by program) Surf—Exterior or interior surface when applied to exterior wall Ratng—Span rating,see SDPWS Table C4.2.2.2C Thick—Nominal panel thickness GU-Gypsum underlay thickness Ply—Number of plies(or layers)in construction of plywood sheets Or—Orientation of longer dimension of sheathing panels Gvtv—Shear stiffness in Ib/in.of depth from SDPWS Tables C4.2.2A-B Type—Fastener type from SDPWS Tables 4.3A-D:Nail—common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath,galvanised nail for gypsum sheathing; Box-box nail;Casing—casing nail;Roof—roofing nail;Screw—drywall screw Size-Common,box,and casing nails:refer to SDPWS Table A 1 (casing sizes=box sizes). Gauges: 11 ga=0.120"x 1-3/4"(gypsum sheathing, 25/32"fiberboard), 1-1/2"(lath&plaster, 1/2"fiberboard); 13 ga plasterboard=0.92"x 1-1/8". Cooler or gypsum wallboard nail:5d=.086"x 1-5/8";6d=.092"x 1-7/8";8d=.113"x 2-3/8";6/8d=6d base ply, 8d face ply for 2-ply GWB. Drywall screws:No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df—Deformed nails(threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd— Field spacing interior to panels Bk—Sheathing is nailed to blocking at all panel edges;Y(es)or N(o) Apply Notes—Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3"nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3.Shear capacity for current design has been increased to the value for 15/32"sheathing with same nailing because stud spacing is 16"max.or panel orientation is horizontal.See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 S-P-F Stud 1.50 5.50 16 0.42 1.20 2 S-P-F Stud 1.50 5.50 16 0.42 1.20 3 S-P-F Stud 1.50 5.50 16 0.42 1.20 Legend: Wall Grp—Wall Design Group b—Stud breadth(thickness) d—Stud depth(width) Spcg—Maximum on-centre spacing of studs for design,actual spacing may be less. SG—Specific gravity E—Modulus of elasticity Standard Wall-Standard wall designed as group. Notes: Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwall hold-downs. 3 WoodWorks® Shearwalls custom.wsw Jun. 8, 2022 08:45:46 Design Summary SHEARWALL DESIGN Wind Shear Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads,Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Out-of-plane Sheathing The following under-capacity shearlines were found: Components and Cladding Wind Loads,Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads,Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads,Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1:B-1, D-1,E-1, F-1, 1-1,3-1,4-1,4-2,6-1 Level 2:B-1, D-1,F-1,3-1,4-1,4-2 Wind Loads,Rigid Diaphragm Under-capacity hold-downs were found on the following walls: Level 1:A-1, B-1,C-1, E-1, F-1,G-1, 1-1,3-1,4-1,4-2,6-1 Level 2:B-1, D-1,3-1,6-1 Seismic Loads,Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1:B-1, D-1,E-1, F-1, 1-1,3-1,4-1,4-2,6-1 Level 2:B-1, D-1,F-1,3-1 Seismic Loads,Rigid Diaphragm Under-capacity hold-downs were found on the following walls: Level 1:A-1, B-1,C-1, D-1, E-1,F-1,G-1, 1-1,3-1,4-1,4-2,6-1 Level 2:B-1, D-1,E-1, F-1,G-1, 1-1,3-1,6-1 This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC.2.2(wind)or 12.12(seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage(SDPWS Table C4.2.2D). 16 WoodWorks® Shearwalls custom.wsw Jun. 8, 2022 08:45:46 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line 1 Level 2 Lnl, Lev2 - S->N - - 1473 - - - - - - 14735 - - N->S - - 1356 - - - - - - 14735 - Wall 1-1 1 S->N - - 1473 - 1.0 - 335 - - 14735 - 1 N->S - - 1356 - 1.0 - 335 - - 14735 - Seg. 1 - S->N 33.5 0.0 946 - 1.0 - 335 - 335 9460 0.10 - N->S 30.8 0.0 871 - 1.0 - 335 - 335 9460 0.09 Seg. 2 - S->N 33.5 0.0 527 - 1.0 - 335 - 335 5274 0.10 - N->S 30.8 0.0 486 - 1.0 - 335 - 335 5274 0.09 Level 1 Lnl, Levl 1 S->N 55.8 - 2593 - 1.0 - 335 - 335 15572 0.17 1 N->S 52.9 - 2461 - 1.0 - 335 - 335 15572 0.16 Line 3 Level 2 Ln3, Lev2 - S->N - - 2059 - - - - - - 4102 - - N->S - - 1955 - - - - - - 4102 - Wall 3-1 2 S->N 316.8 - 2059 - 1.0 - 631 - 631 4102 0.50 2 N->S 300.7 - 1955 - 1.0 - 631 - 631 4102 0.48 Level 1 Ln3, Levl - S->N - - 3838 - - - - - - 3945 - - N->S - - 3725 - - - - - - 3945 - Wall 3-1 2^ S->N 614.1 - 3838 - 1.0 - 631 - 631 3945 0.97 2 N->S 596.0 - 3725 - 1.0 - 631 - 631 3945 0.94 Line 4 Level 2 Ln4, Lev2 - S->N - - 1959 - - - - - - 6116 - - N->S - - 1870 - - - - - - 6116 - Wall 4-1 1 S->N 107.2 - 965 - 1.0 - 335 - 335 3014 0.32 1 N->S 102.4 - 922 - 1.0 - 335 - 335 3014 0.31 Wall 4-2 1 S->N - - 993 - 1.0 - 335 - - 3102 - 1 N->S - - 949 - 1.0 - 335 - - 3102 - Seg. 1 - S->N 101.3 0.0 430 - .94 - 316 - 316 1344 0.32 - N->S 96.7 0.0 411 - .94 - 316 - 316 1344 0.31 Seg. 2 - S->N 107.2 0.0 563 - 1.0 - 335 - 335 1758 0.32 - N->S 102.4 0.0 538 - 1.0 - 335 - 335 1758 0.31 Level 1 Ln4, Levl - S->N - - 3685 - - - - - - 7116 - - N->S - - 3591 - - - - - - 7116 - Wall 4-1 1 S->N 173.4 - 1517 - 1.0 - 335 - 335 2930 0.52 1 N->S 169.0 - 1479 - 1.0 - 335 - 335 2930 0.50 Wall 4-2 1 S->N 173.4 - 2168 - 1.0 - 335 - 335 4186 0.52 1 N->S 169.0 - 2112 - 1.0 - 335 - 335 4186 0.50 Line 6 Level 2 Ln6, Lev2 - S->N - - 1339 - - - - - - 9712 - - N->S - - 1254 - - - - - - 9712 - Wall 6-1 1 S->N - - 1339 - 1.0 - 335 - - 9712 - 1 N->S - - 1254 - 1.0 - 335 - - 9712 - Seg. 1 - S->N 46.2 0.0 300 - 1.0 - 335 - 335 2177 0.14 - N->S 43.2 0.0 281 - 1.0 - 335 - 335 2177 0.13 Seg. 2 - S->N 46.2 0.0 762 - 1.0 - 335 - 335 5526 0.14 - N->S 43.2 0.0 713 - 1.0 - 335 - 335 5526 0.13 Seg. 3 - S->N 46.2 0.0 277 - 1.0 - 335 - 335 2009 0.14 - N->S 43.2 0.0 259 - 1.0 - 335 - 335 2009 0.13 Level 1 Ln6, Levl 1 S->N 61.3 - 2406 - 1.0 - 335 - 335 13144 0.18 1 N->S 59.0 - 2315 - 1.0 - 335 - 335 13144 0.18 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line A Level 1 LnA, Levl 1 W->E 3.0 - 61 - 1.0 - 335 - 335 6781 0.01 1 E->W 2.6 - 53 - 1.0 - 335 - 335 6781 0.01 Line B Level 2 LnB, Lev2 - W->E - - 912 - - - - - - 2323 - 17 Woodworks® Shearwans custom.wsw Jun. 8, 2022 08:45:46 SHEAR RESULTS(flexible wind design,continued) - E->W - - 896 - - - - - - 2323 - Wall B-1 2 W->E - - 912 - 1.0 - 631 - - 2323 - 2 E->W - - 896 - 1.0 - 631 - - 2323 - Seg. 1 - W->E 165.3 0.0 496 - .67 - 421 - 421 1262 0.39 - E->W 162.3 0.0 487 - .67 - 421 - 421 1262 0.39 Seg. 2 - W->E 151.5 0.0 417 - .61 - 386 - 386 1061 0.39 - E->W 148.8 0.0 409 - .61 - 386 - 386 1061 0.39 Level 1 LnB, Levl 1 W->E 102.7 - 1129 - 1.0 - 335 - 335 3684 0.31 1 E->W 99.8 - 1097 - 1.0 - 335 - 335 3684 0.30 Line C LnC, Lev1 - Both - - 755 - - - - - - 3433 - Wall C-1 1 Both 73.7 - 755 - 1.0 - 335 - 335 3433 0.22 Line D Level 2 LnD, Lev2 - Both - - 1545 - - - - - - 2524 - Wall D-1 3 Both - - 1545 1.0 1.0 631 631 - A - 2524 - Seg. 1 - Both 0.0 0.0 0 1.0 1.0 631 631 - 1262 - - 6555418 Seg. 2 - Both 514.8 0284180 1545 .67 .67 421 421 - 841 2524 0.61 4 Seg. 3 - Both 0.0 0.0 0 1.0 1.0 631 631 - 1262 - - Level 1 LnD, Lev1 - Both - - 2756 - - - - - - 4186 - Wall D-1 1 Both 220.5 - 2756 - 1.0 - 335 - 335 4186 0.66 Line E Level 2 LnE, Lev2 - Both - - 1949 - - - - - - 6614 - Wall E-1 1 Both 98.7 - 1949 - 1.0 - 335 - 335 6614 0.29 Level 1 LnE, Lev1 - Both - - 3485 - - - - - - 6614 - Wall E-1 1 Both 176.5 - 3485 - 1.0 - 335 - 335 6614 0.53 Line F Level 2 LnF, Lev2 - Both - - 1297 - - - - - - 3349 - Wall F-1 1 Both 129.7 - 1297 - 1.0 - 335 - 335 3349 0.39 Level 1 LnF, Lev1 - Both - - 2594 - - - - - - 3349 - Wall F-1 1 Both 259.4 - 2594 - 1.0 - 335 - 335 3349 0.77 Line G Level 2 LnG, Lev2 - Both - - 242 - - - - - - 6865 - Wall G-1 1 Both - - 242 - 1.0 - 335 - - 6865 - Seg. 1 - Both 11.8 0.0 65 - 1.0 - 335 - 335 1842 0.04 Seg. 2 - Both 11.8 0.0 109 - 1.0 - 335 - 335 3098 0.04 Seg. 3 - Both 11.8 0.0 68 - 1.0 - 335 - 335 1926 0.04 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 335 - 335 - - Level 1 LnG, Lev1 - Both - - 645 - - - - - - 8707 - Wall G-1 1 Both - - 645 - 1.0 - 335 - - 8707 - Seg. 1 - Both 24.8 0.0 130 - 1.0 - 335 - 335 1758 0.07 Seg. 2 - Both 24.8 0.0 211 - 1.0 - 335 - 335 2846 0.07 Seg. 3 - Both 24.8 0.0 180 - 1.0 - 335 - 335 2428 0.07 Seg. 4 - Both 24.8 0.0 124 - 1.0 - 335 - 335 1674 0.07 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. v-Design shear force on segment=ASD-factored shear force per unit length of full-height sheathing(FHS) vmax/vft-Perforated walls:Collector and in-plane anchorage force as per SDPWS eqn.4.3-9=V/FHS/Co.FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls:Shear force in piers above and below either openings or piers beside opening(s).Aspect ratio factor does not apply to these piers. V-ASD factored shear force.For shearline:total shearline force.For wall:total of all segments on wall.For segment:force on segment Asp/Cub-For wall:Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier:Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. For wall:Unfactored.For segment:Include Cub factor and aspect ratio adjustments. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities,S=Strongest side or twice weakest,G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V-Total factored shear capacity of shearline, wall or segment. Crit Resp-Response ratio=v/Cmb=design shear force/unit shear capacity. "S"indicates that the wind design criterion was critical in selecting wall. Notes: 18 WoodWorks® Shearwalls custom.wsw Jun. 8, 2022 08:45:46 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[Ibs] Diaphragm Force[Ibs] [Ibs] s .ft E-W N-S E-W: Fpx Design N-S: Fpx Design 2 57052 2325.1 9162 9162 6413 6413 6413 6413 1 56346 2328.3 4724 4724 6279 6279 6279 6279 All 113398 - 13886 13886 - - - - Legend: Mass-Sum of all generated and input building masses on level=wx in ASCE 7 equation 12.8-12. Story Shear-Total unfactored(strength-level)shear force induced at level x, =Fx in ASCE 7 equation 12.8-11. Diaphragm Force-Minimum ASD-factored force for diaphragm design,used by Shearwalls only for drag strut forces,as per Exception to 12.10.2.1.Fpx is from Eqns. 12.10-1,-2,and-3.Design=The greater of the story shear and Fpx+transfer forces from discontinuous shearlines,factored by overstrength (omega)as per 12.10.1.1. Omega=2.5 as per 12.2-1. Redundancy Factor p(rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=0 for Seismic Design Category A as per ASCE 7 12.4.2.2. 38 WoodWorks® Shearwalls custom.wsw Jun. 8, 2022 08:45:46 SHEAR RESULTS(flexible seismic design) N-S W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 1595 - - - - - - 10525 - Wall 1-1 1 Both - - 1595 - 1.0 - 239 - - 10525 - Seg. 1 - Both 36.2 0.0 1024 - 1.0 - 239 - 239 6757 0.15 Seg. 2 - Both 36.2 0.0 571 - 1.0 - 239 - 239 3767 0.15 Level 1 Lnl, Levl 1 Both 51.4 - 2388 - 1.0 - 239 - 239 11123 0.21 Line 3 Level 2 Ln3, Lev2 - Both - - 1611 - - - - - - 2930 - Wall 3-1 2 Both 247.8 - 1611 - 1.0 - 451 - 451 2930 0.55 Level 1 Ln3, Levl - Both - - 2462 - - - - - - 2818 - Wall 3-1 2 Both 394.0 - 2462 - 1.0 - 451 - 451 2818 0.87 Line 4 Level 2 Ln4, Lev2 - Both - - 1674 - - - - - - 4369 - Wall 4-1 1 Both 91.6 - 825 - 1.0 - 239 - 239 2153 0.38 Wall 4-2 1 Both - - 849 - 1.0 - 239 - - 2216 - Seg. 1 - Both 86.5 0.0 368 - .94 - 226 - 226 960 0.38 Seg. 2 - Both 91.6 0.0 481 - 1.0 - 239 - 239 1256 0.38 Level 1 Ln4, Levl - Both - - 2599 - - - - - - 5083 - Wall 4-1 1 Both 122.3 - 1070 - 1.0 - 239 - 239 2093 0.51 Wall 4-2 1 Both 122.3 - 1529 - 1.0 - 239 - 239 2990 0.51 Line 6 Level 2 Ln6, Lev2 - Both - - 1534 - - - - - - 6937 - Wall 6-1 1 Both - - 1534 - 1.0 - 239 - - 6937 - Seg. 1 - Both 52.9 0.0 344 - 1.0 - 239 - 239 1555 0.22 Seg. 2 - Both 52.9 0.0 873 - 1.0 - 239 - 239 3947 0.22 Seg. 3 - Both 52.9 0.0 317 - 1.0 - 239 - 239 1435 0.22 Level 1 Ln6, Levl 1 Both 57.8 - 2270 - 1.0 - 239 - 239 9389 0.24 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line A Level 1 LnA, Levl 1 Both 5.8 - 118 - 1.0 - 239 - 239 4844 0.02 Line B Level 2 LnB, Lev2 - Both - - 939 - - - - - - 1659 - Wall B-1 2 Both - - 939 - 1.0 - 451 - - 1659 - Seg. 1 - Both 170.0 0.0 510 - .67 - 301 - 301 902 0.57 Seg. 2 - Both 155.8 0.0 429 - .61 - 275 - 275 758 0.57 Level 1 LnB, Levl 1 Both 95.4 - 1050 - 1.0 - 239 - 239 2631 0.40 Line C LnC, Levl - Both - - 277 - - - - - - 2452 - Wall C-1 1 Both 27.0 - 277 - 1.0 - 239 - 239 2452 0.11 Line D Level 2 LnD, Lev2 - Both - - 1303 - - - - - - 1803 - Wall D-1 3^ Both - - 1303 1.0 1.0 451 451 - A - 1803 - Seg. 1 - Both 0.0 0.0 0 1.0 1.0 451 451 - 902 - - 6555418 Seg. 2 - Both 434.4 0284180 1303 .67 .67 301 301 - 601 1803 0.72 4 Seg. 3 - Both 0.0 0.0 0 1.0 1.0 451 451 - 902 - - Level 1 LnD, Levl - Both - - 1940 - - - - - - 2990 - Wall D-1 1 Both 155.2 - 1940 - 1.0 - 239 - 239 2990 0.65 Line E Level 2 LnE, Lev2 - Both - - 1881 - - - - - - 4724 - Wall E-1 1 Both 95.3 - 1881 - 1.0 - 239 - 239 4724 0.40 Level 1 LnE, Levl - Both - - 2850 - - - - - - 4724 - Wall E-1 1 Both 144.3 - 2850 - 1.0 - 239 - 239 4724 0.60 39 Woodworks® Shearwans custom.wsw Jun. 8, 2022 08:45:46 SHEAR RESULTS(flexible seismic design,continued) Line F Level 2 LnF, Lev2 - Both - - 1545 - - - - - - 2392 - Wall F-1 1 Both 154.5 - 1545 - 1.0 - 239 - 239 2392 0.65 Level 1 LnF, Levl - Both - - 2311 - - - - - - 2392 - Wall F-1 1 Both 231.1 - 2311 - 1.0 - 239 - 239 2392 0.97 Line G Level 2 LnG, Lev2 - Both - - 745 - - - - - - 4904 - Wall G-1 1 Both - - 745 - 1.0 - 239 - - 4904 - Seg. 1 - Both 36.3 0.0 200 - 1.0 - 239 - 239 1316 0.15 Seg. 2 - Both 36.3 0.0 336 - 1.0 - 239 - 239 2213 0.15 Seg. 3 - Both 36.3 0.0 209 - 1.0 - 239 - 239 1375 0.15 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 239 - 239 - - Level 1 LnG, Levl - Both - - 1175 - - - - - - 6219 - Wall G-1 1 Both - - 1175 - 1.0 - 239 - - 6219 - Seg. 1 - Both 45.2 0.0 237 - 1.0 - 239 - 239 1256 0.19 Seg. 2 - Both 45.2 0.0 384 - 1.0 - 239 - 239 2033 0.19 Seg. 3 - Both 45.2 0.0 328 - 1.0 - 239 - 239 1734 0.19 Seg. 4 - Both 45.2 0.0 226 - 1.0 - 239 - 239 1196 0.19 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of seismic force along shearline. v-Design shear force on segment=ASD-factored shear force per unit length of full-height sheathing(FHS) vmax/vft-Perforated walls:Collector and in-plane anchorage force as per SDPWS eqn.4.3-9=V/FHS/Co.FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls:Shear force in piers above and below either openings or piers beside opening(s).Aspect ratio factor does not apply to these piers. V-ASD factored shear force.For shearline:total shearline force.For wall:total of all segments on wall.For segment:force on segment Asp/Cub-For wall:Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier:Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. For wall:Unfactored.For segment:Include Cub factor and aspect ratio adjustments. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities,S=Strongest side or twice weakest,G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V-Total factored shear capacity of shearline, wall or segment. Crit Resp-Response ratio=v/Cmb=design shear force/unit shear capacity. "W"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 40 CUSTOM Wind Wind Speed VOLT 110 mph VASD 85 mph Anchor bolt up lift Shear Wall A WA= 150.00 plf Capacity of Tie downs Shear Wall A 1 WA1= 225.00 plf Shear Wall B WB= 300.00 plf Shear Wall C Wc= 450.00 plf STHD10 3730 Ibs Shear Wall D WD= 600.00 plf Anchor bolt capacity= 900 Ibs Longitudinal Design Base Shear Hold Downs #Req'd Wall Height H= 9.00 ft Wall line 1-Total Legnth of walls,L= 6.00 ft SW-3-1 C FUPLIFT=P*H/L-W*L/2= 1738.50 Ibs 0.466086 P= 2059.00 Ibs Wall line 1-Total Legnth of walls,L= 18.00 ft SW-4-1 B FuPLiFT=P*H/L-W*L/2= -1720.50 Ibs -0.46126 P= 1959.00 Ibs Transverse Design Base Shear Hold Downs Wall line 1-Total Legnth of walls,L= 3.00 ft SW-B-1 C FDPUFT=P*H/L-W*L/2= 813.00 Ibs 0.217962 P= 496 Ibs Wall line 1-Total Legnth of walls,L= 7.00 ft SW-D-1 C FUPLiFT=P*H/L-W*L/2= 411.43 Ibs 0.110303 P= 1545 Ibs Wall line 1-Total Legnth of walls,L= 10.00 ft SW-F-1 C FDPUFT=P*H/L-W*L/2= -1082.70 Ibs -0.29027 P= 1297 Ibs Page 1 DATE: 5/4/2022 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: INSPIRE HOMES LEVEL: Roof LOADING: ASD MEMBER NAME: TYPICAL HEADER CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1)3.5 X 7.5 DRY C, 3.5" Bearing Length 3.5" I I 6' Start(ft):0 End(ft):6 Member Slope:0/12 Actual Length(ft):6 Area Ix ly BSW Lams G Kcr (in Z) (in°) (in") (Ibf/ft) Creep Factor 26.25 123.05 26.8 5.99 1 0.5 1 INETUMM 7- MOT-1 Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1528 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr =1 Unbraced Length(ft) Beam End Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 6 0 6 0 1.00 0.99 1.00 1.00 . . PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(54.7%) 138.2 304.8 6 D+S 1.15 Bending Stress Y(psi) PASS(51.9%) 1326.4 2760.0 3 D+S 1.15 Deflection(in) PASS(76.8%) 0.093(=L/775) 0.400(=L/180) 3 D+Lr Bearing Stress(psi) PASS(64.8%) 197.4 560.0 0 D+S 1.15 "Si, Units for V:Ibf Units for M:Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 918 0 1200 1500 0 0 0 0 0 0 0 B 918 0 1200 1500 0 0 0 0 0 0 0 Reaction Location A B PROJECT: INSPIRE HOMES 2018 International Building Code ASD Member Name:TYPICAL HEADER Page 2 •� Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Uniform(Ibf/ft) 300 300 0 6 Dead Y Uniform(Ibf/ft) 400 400 0 6 Roof Live Y Uniform(Ibf/ft) 500 500 0 6 Snow Y Self Weight(Ibf/ft) 5.99 5.99 0 6 Dead Y PROJECT: INSPIRE HOMES 2018 International Building Code ASD Page 1 DATE: 5/4/2022 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: INSPIRE HOMES LEVEL: Roof LOADING: ASD MEMBER NAME: 9 FT HEADER CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1)3.5 X 9 DRY �I - 3.5" Bearing length 3.5" I I 9' Start(ft):0 End(ft):9 Member Slope:0/12 Actual Length(ft):9 Area Ix ly BSW Lams G Kcr (in Z) (in") (in") (Ibf/ft) Creep Factor 31.5 212.62 32.16 7.18 1 0.5 1 INETUMM• • • Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1497 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr =1 Unbraced Length(ft) Beam End Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 9 0 9 0 1.00 0.98 1.00 1.00 . . PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(37.6%) 190.1 304.8 9 D+S 1.15 Bending Stress Y(psi) PASS(17.3%) 2281.3 2760.0 4.5 D+S 1.15 Deflection(in) PASS(50.0%) 0.300(=L/360) 0.600(=L/180) 4.5 D+Lr Bearing Stress(psi) PASS(41.8%) 325.9 560.0 0 D+S 1.15 • MW Units for V:Ibf Units for M:Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 1517 0 1980 2475 0 0 0 0 0 0 0 B 1517 0 1980 2475 0 0 0 0 0 0 0 Reaction Location A B PROJECT: INSPIRE HOMES 2018 International Building Code ASD Member Name:9 FT HEADER Page 2 •� Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Uniform(Ibf/ft) 330 330 0 9 Dead Y Uniform(Ibf/ft) 440 440 0 9 Roof Live Y Uniform(Ibf/ft) 550 550 0 9 Snow Y Self Weight(Ibf/ft) 7.18 7.18 0 9 Dead Y PROJECT: INSPIRE HOMES 2018 International Building Code ASD Page 1 DATE: 5/4/2022 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: INSPIRE HOMES LEVEL: Roof LOADING: ASD MEMBER NAME: GARAGE HEADER GABLE END PF CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1)5.5 X 12 DRY I I 7C' Start(ft):0 End(ft):16 Member Slope:0/12 Actual Length(ft):16 Area Ix ly BSW Lams G Kcr (in Z) (in") (in") (Ibf/ft) Creep Factor 66 792 166.38 15.05 1 0.5 1 INETUMM• • • Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr =1 W-7-17k An . Unbraced Length(ft) Beam End Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 16 0 16 0 1.00 0.98 1.00 1.00 . . . PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(84.2%) 48.2 304.8 0 D+S 1.15 Bending Stress Y(psi) PASS(72.1%) 771.1 2760.0 8 D+S 1.15 Deflection(in) PASS(79.1%) 0.222(=L/863) 1.067(=L/180) 8 D+Lr Bearing Stress(psi) PASS(80.3%) 110.2 560.0 0 D+S 1.15 "Si, Units for V:Ibf Units for M:Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 920 0 800 1200 0 0 0 0 0 0 0 B 920 0 800 1200 0 0 0 0 0 0 0 Reaction Location A B PROJECT: INSPIRE HOMES 2018 International Building Code ASD Member Name:GARAGE HEADER GABLE END PF Page 2 •� Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Uniform(Ibf/ft) 100 100 0 16 Dead Y Uniform(Ibf/ft) 100 100 0 16 Roof Live Y Uniform(Ibf/ft) 150 150 0 16 Snow Y Self Weight(Ibf/ft) 15.05 15.05 0 16 Dead Y PROJECT: INSPIRE HOMES 2018 International Building Code ASD Page 1 DATE: 5/4/2022 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: INSPIRE HOMES LEVEL: Roof LOADING: ASD MEMBER NAME: PORCH HEADER CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1)5.5 X 7.5 DRY 3.5" Bearing length 3.5" I I 10' Start(ft):0 End(ft):10 Member Slope:0/12 Actual Length(ft):10 Area Ix ly BSW Lams G Kcr (in Z) (in') (in') (Ibf/ft) Creep Factor 41.25 193.36 103.98 9.41 1 0.5 1 INETUMM• • • Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1528 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors Cvr =1 Unbraced Length(ft) Beam End Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 10 0 10 0 1.00 0.99 1.00 1.00 . . PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(84.5%) 47.2 304.8 0 D+S 1.15 Bending Stress Y(psi) PASS(72.7%) 754.6 2760.0 5 D+S 1.15 Deflection(in) PASS(77.8%) 0.148(=L/809) 0.667(=L/180) 5 D+Lr Bearing Stress(psi) PASS(88.0%) 67.4 560.0 0 D+S 1.15 • MW Units for V:Ibf Units for M:Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 547 0 600 750 0 0 0 0 0 0 0 B 547 0 600 750 0 0 0 0 0 0 0 Reaction Location A B PROJECT: INSPIRE HOMES 2018 International Building Code ASD Member Name: PORCH HEADER Page 2 Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Uniform(Ibf/ft) 100 100 0 10 Dead Y Uniform(Ibf/ft) 120 120 0 10 Roof Live Y Uniform(Ibf/ft) 150 150 0 10 Snow Y Self Weight(Ibf/ft) 9.41 9.41 0 10 Dead Y PROJECT: INSPIRE HOMES 2018 International Building Code ASD Page 1 DATE: 5/4/2022 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: INSPIRE HOMES LEVEL: NOT YET ASSIGNED LOADING: MEMBER NAME: 24 DIA X 12 CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: Concrete 2(ft)Dia.X 12(in) Soil Depth TOF:0(ft) Unreinforced(Plain)Concrete . .ME 141:11 PSF 1418 PSF ' L r I y• ' 141n PSF 141a PSF FOOTING fc'(psi) Ec(psi) Density(Ibf/ft;) Width(ft) Length(ft) Depth(in) Volume(ft') 2500 2880952 145 2 2 12 4 CALCULATION VARIABLES Bo(in) (D-X (D-Y 50 0 0 COLUMN Width(in) Length(in) Material Offset(in) 4 4 Concrete 0 SOIL Bearing Strength(Ibf/ft2) Density(Ibf/ft') Cohesion Friction Angle Depth(ft) Rankine Coefficient(Kp) 1500 140 0 30 0 3 REBAR Bar Size# #Bars Long #Bars Short fy(psi) Es(psi) None None None 40000 2.9E+07 . . . PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure(Ibf/ft') PASS(5.5%) 1418.2 1500.0 D+L Two-Way Shear(Punching)(Ibf) PASS(90.0%) 6400.0 63750.0 1.2D+1.6L+0.5Lr One-Way Shear X(Ibf) PASS(97.8%) 166.5 7407.1 1.2D+1.6L+0.5Lr Moment (Ibf-ft) PASS(82.1%) 881.2 4930.1 1.2D+1.6L+0.5Lr One-Way Shear Y(Ibf) PASS(97.8%) 166.5 7407.1 1.2D+1.6L+0.5Lr Moment Y(Ibf-ft) PASS(82.1%) 881.2 4930.1 1.2D+1.6L+0.5Lr Crushing(psi) PASS(71.0%) 400.0 1381.3 1.2D+1.6L+0.5Lr Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Point(Ibf) 4000 0 Live Z PROJECT: INSPIRE HOMES 2018 International Building Code Page 1 DATE: 5/4/2022 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: INSPIRE HOMES LEVEL: Main Floor LOADING: MEMBER NAME: New Continuous Footing CODE: 2018 International Building Code MEMBER TYPE: CONTINUOUS FOOTING ACI: ACI 318-14 MATERIAL: Concrete 1.5(ft)Wide X 8(in)Deep Soil Depth TOR 0(ft) Unreinforced(Plain)Concrete • • •• • x L r F- s . . e . FOOTING fc'(psi) Ec(psi) Density(Ibf/ft;) Width(ft) Depth(in) 2500 2880952 145 1.5 8 STEM WALL Width(in) Height(in) Material Offset(in) 8 24 Concrete 0 SOIL Bearing Strength(Ibf/ft) Density(Ibf/ft3) Cohesion Friction Angle Depth(ft) Rankine Coefficient(Kp) 1500 140 0 30 0 0 REBAR Bar Size# Transv.Spacing(in) #Longit.Bars fy(psi) Es(psi) None None None 40000 2.9E+07 • / • PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure(Ibf/ftZ) PASS (6.0%) 1410.6 1500.0 D+0.75L+0.75S One-Way Shear Y(Ibf) PASS(82.6%) 704.5 4050.0 1.2D+1.6S+L Moment Y(Ibf-ft) PASS(41.3%) 528.4 900.0 1.2D+1.6S+L PROJECT: INSPIRE HOMES 2018 International Building Code Member Name: New Continuous Footing Page 2 Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Uniform(Ibf/ft) 440 440 0 1 Roof Live Z Uniform(Ibf/ft) 330 330 0 1 Dead Z Uniform(Ibf/ft) 550 550 0 1 Snow Z Uniform(Ibf/ft) 400 400 0 1 Live Z Uniform(Ibf/ft) 150 150 0 1 Dead Z Uniform(Ibf/ft) 135 135 0 1 Dead Z Uniform(Ibf/ft) 280 280 0 1 Live Z Uniform(Ibf/ft) 105 105 0 1 Dead Z Uniform(Ibf/ft) 135 135 0 1 Dead Z Stemwall Weight(Ibf/ft) 193.33 193.33 0 1 Dead Z PROJECT: INSPIRE HOMES 2018 International Building Code Page 1 DATE: 3/1/2021 StruCalc COMPANY: -- VITRUVIUS BUILD: DESIGNED BY: Carlie Berard CUSTOMER: INSPIRE HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: LEVEL: LOADING: LOCATION: 24 X 24 X 12 CODE: 2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 2(ft)X 2(ft)X 12(in) Soil Depth TOF:0(ft) (3)#4 Long,(3)#4 Short •MTL X 1395 PSF 1395 PSF X16-Y Ly 6_ 2' 15- 2" 1345 PSF 113ID5 PSF FOOTING fc'(psi) Ec(psi) Density(Ibf/ft;) Width(ft) Length(ft) Depth(in) Volume(ft') 2500 2880952 145 2 2 12 4 CALCULATION VARIABLES Bo(in) (D-X (D-Y 58 0 0 COLUMN Width(in) Length(in) Material Offset(in) 6 6 Concrete 0 SOIL Bearing Strength(Ibf/ftZ) Density(Ibf/ft') Cohesion Friction Angle Depth(ft) Rankine Coefficient(Kp) 1500 140 0 30 0 3 REBAR Bar Size# #Bars Long #Bars Short fy(psi) Es(psi) 4 3 3 40000 2.9E+07 . . PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure(Ibf/ftZ) PASS(7.0%) 1395.0 1500.0 D+L Two-Way Shear(Punching)(Ibf) PASS(89.2%) 8000.0 73950.0 1.2D+1.6L+0.5Lr One-Way Shear X(Ibf) PASS(98.9%) 166.7 15300.0 1.2D+1.6L+0.5Lr Moment X(Ibf-ft) PASS(77.5%) 1125.0 5000.0 1.2D+1.6L+0.5Lr One-Way Shear Y(Ibf) PASS(98.9%) 166.7 15300.0 1.2D+1.6L+0.5Lr Moment Y(Ibf-ft) PASS(77.5%) 1125.0 5000.0 1.2D+1.6L+0.5Lr Crushing(Ibf) PASS(83.9%) 222.2 1381.3 1.2D+1.6L+0.5Lr Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Point(Ibf) 5000 0 Live Z Project Name: New Project 2018 International Building Code Page 1 DATE: 5/4/2022 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: INSPIRE HOMES LEVEL: Main Floor LOADING: MEMBER NAME: 30X30X12 CODE: 2018 International Building Code MEMBER TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: Concrete 2.5(ft)X 2.5(ft)X 12(in) Soil Depth TOF:0(ft) (4)#4 Long,(4)#4 Short 9179,710779TITCE 1� 457 PSF 1457 PSF ' Lt V 3. 4• - G" - 1t- 7-43l�40 � e � 2• ra., ° 1457 PSF 1457 PSF ELTRITMET . . • . FOOTING fc,(psi) Ec(psi) Density(Ibf/ft;) Width(ft) Length(ft) Depth(in) Volume(ft') 2500 2880952 145 2.5 2.5 12 6.25 CALCULATION VARIABLES Bo(in) (D-X (D-Y 50 0 0 COLUMN Width(in) Length(in) Material Offset(in) 4 4 Concrete 0 SOIL Bearing Strength(Ibf/ft2) Density(Ibf/ft') Cohesion Friction Angle Depth(ft) Rankine Coefficient(Kp) 1500 140 0 30 0 3 REBAR Bar Size# #Bars Long #Bars Short fy(psi) Es(psi) 4 4 4 40000 2.9E+07 . . PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure(Ibf/ft') PASS(2.9%) 1457.0 1500.0 D+L Two-Way Shear(Punching)(Ibf) PASS(79.4%) 13120.0 63750.0 1.2D+1.6L+0.5Lr One-Way Shear X(Ibf) PASS(89.7%) 1968.0 19125.0 1.2D+1.6L+0.5Lr Moment X(Ibf-ft) PASS(50.7%) 3079.6 6250.0 1.2D+1.6L+0.5Lr One-Way Shear Y(Ibf) PASS(89.7%) 1968.0 19125.0 1.2D+1.6L+0.5Lr Moment Y(Ibf-ft) PASS(50.7%) 3079.6 6250.0 1.2D+1.6L+0.5Lr Crushing(psi) PASS(40.6%) 820.0 1381.3 1.2D+1.6L+0.5Lr Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Point(Ibf) 8200 0 Live Z PROJECT: INSPIRE HOMES 2018 International Building Code STANDARD PLAN F- 10 . 12-03 - CONCRETE CURBS STANDARD PLAN F-80 . 10-04 - CONCRETE DRIVEWAY ENTRANCE MAX 201 DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS I VARIES(SEE CONTRACT} FACE OF CURB VARIES 12"TO 24- -- FAGS OF CURB FACE OF CURB C- FACE OF CURB _ � BROOMED [SEE NOTE'f] VARIES(SEE CONTRACT) VARIES I 8 112' 6 1)2' VARIES FROM 6"(IN)TO 0"(#N) FINISH(TYP.) BROUMED 1" 10"TD 22" 1" I MAINTAIN 1H:6V SLOPE 318"(IN) EXPANSION JOINT(TYP.)- FINISH TYP.} DRIVEWAY CEMENT CONC. PEDESTRIAN CURB(TYP.) [ 1" IN R. (SEE CONTRACT) V(IN)R. I 5 112" 1" 1 VARIES 1"(IN) ON SIDE OF CURB I SEE STANDARD PLAN F-30.10 (SEE NOTE 1) ENTRANCE ( ) R I {WHEN SPECIFIED IN CONTRACT)-- MATCH ROADWAY MATCH ROADWAY I 112"(IN)R, 1"(IN)R. MATCH ROADWAY MATCH ROADWAY SEE STANDARD PLAN F-10.12 SIDEWALK (TYP.) SLOPE SLOPE I I SLOPE 318"(IN)EXPANSION JOINT SLOPE 112"(1N) R. ---- TYP.)-SEE STANDARD CEMENT CONC.SIDEWALK CEMENT CONCRETE o - 3"(IN) R. [ SIDEWALK 1f2'•(IN)R. i� 112"(IN)R. a �0 112"(INJ - RDADWAY s' 1r1"(IN} ROADWAY PLAN F-30.10 S a ! l ROADWAY c ROADV+Y R. 1 d 2.096 R. {TYP.) y*\ * • b [V ' ° cO MATCH SIDEWALK WIDTH v Q p . a a ' (SEE CONTRACT) \ SEE CONTRACT)---' A V a p• .+ a ° c n ID ¢ _ a _ ° (a FLUSH WITH GUTTER PAN AT CURB :E / I A - RAMP ENTRANCE_ 112"(IN)VERTICAL l A ( 11112- 111&2" I r-6" I I 1 y _6" LIP AT DRIVEWAY ENTRANCE I I I I I I DUAL-FACED CEMENT CONCRETE CEMENT CONCRETE I DEPRESSED CURB SECTION TRAFFIC CURB AND GUTTER 1 TRAFFIC CURB AND GUTTER I AT CURB RAMPS AND PLAN VIEW CEMENT CONCRETE CURB DRIVEWAY I I DRIVEWAY ENTRANCES B CEMENT CONCRETE AND GUTTER(SEE NOTE 3) 5'-0" 2'-6" TAPER(TYR.) DRIVEWAY ENTRANCE USE THIS DETAIL - - - - J TYPE 1 CURB AND GUTTER NOTES (TYR.) (TYP,) PLAN vlEw SIDE SLOPE(TYP.) L - - - - - SEE MOTE 3) 1. When the driveway width exceeds 15' (ft), construct a full depth TYPE 2 15'MAX.(SEE NOTE B) VARIES 15'MAX.(SEE NOTE 6} expansion joint with 318" (in)joint filler along the driveway centerline. p ) ( �� 9 Y 1I2"(IN)LIP BETWEEN GRADE (TYR-) (SEE CONTRACT} (TYR.) See Standard Plan F-30.'10. Construct expansion joints parallel ROADWAY GUTTER ( ) (IN) R. CEMENT CONCRETE BREAK GRADE GRADE BREAK with the centerline as required at 15' (ft) maximum spacing when AND CURB ,DR SEE 112" IN R_ B' CURB RAMP, LANDING, - BREAK NOT STEEPER THAN �, [SEE CONTRACT] (SEE CONTRACT) a CEMENT CONCRETE OR 112"(IN) R. � � 74'* driveway widths exceed 30' (ft). CONTRACT PLANS ao i ASPHALT CONCRETE 1"(IN) OR DRIVEWAY �� ROAD GRADE f 1 See Standard Plan F-30.10 for Curb Expansion and o ? SIDEWALK OR PATH VARIES FROM R ENTRANCE Contraction Joint Spacing and See Standard 2. See Standard Plan F-3Q.10 for sidewalk details- 11z"{IN}R- (TYP.) * a DEPRESSED CURB AND p a 6"(IN)TO 0"(IN) �_'.__ Specification Sections 8-04 and 9-04 for PE 3. Curb and Gutter shown; see the Contract Plans for the GUTTER(SEE NOTE 3) - 9° ,• , , • t, additional requirements. PEDESTRIAN RAMP a 1 PEDESTRIAN RAMP curb design specified. See Standard Plan F-10.12 for • Curb Details. 3!8"{IN)PREMOLDED JOINT FILLER L CEMENT &DFW CONCRETE �� _ 318"(IN)EXPANSION JOINT(TYP.)- DRIVEWAY .` _ 31W(IN) PREMOLDED (TYP-} � SECTION { R J SEE STANDARD PLAN F•30.10 4. Avoid placing drainage structures, junction boxes (SEE NOTE 7) SIDEWALK �- (WHENADJAGENTTOCEMENT JOINT FILLER �� DRIVEWAY RAMP CONCRETE SIDEWALK) or other Obstructions in front of driveway entrances. 3r8"(IN)EXPANSION JOINT(TYP.)- 112"(IN) LIP BETWEEN SEE STANDARD PLAN F-30A0 ROADWAY GUTTER 5. Where "GRADE BREAK' is called out, the entire length of the SECTION CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB (SEE CONTRACT) (SEE CONTRACT) AND CURB(OR SEE line between the two adjacent surface planes shall be flush. CONTRACT) LEGEND AT CURB RAMPS, LANDINGS, 112"(IN)R. li. The Pedestrian Ramp length is not required to exceedl5 feet AND DRIVEWAY ENTRANCES "P•) DEPRESSED CURB (unless otherwise shown in the Contract Plans). When applying �� SLOPE IN EITHER DIRECTION {SEE CONTRACT) AND GUTTER the 15-foot max. length (measured from back of sidewalk) the _J �� 7F ifl (SEE NOTE 3) a 1.5%OR FLATTER RECOMMENDED FOR running slope of the pedestrian ramp is allowed to exceed 8.3/0. * DESIGN/FORMWORK(2%MAX.) o �NTRIC Use a single constant slope from bottom of ramp to top of OTT ;w . DRIVEWAY RAMP ramp to match into the sidewalk over a horizontal distance 7.EDIESI%OR FLATTER K(8.3 MAX.) FOR �� Gr �� 9PA3Sf L 318"(IN)EXPANSION JOINT(TYR,) * * (SEE NOTE 6MWORK(8.3%MAX.) a ❑� WA q � FACE OF CURB - FACE OF CURB ti DRIVEWAY of 15 feet. ( ) w FACE OF CURB �. 5 VARIES 12"TO 24" a �, SEE STANDARD PLAN F-30.10 �-- FACE OF CURB � � ,� w (SEE NOTE 7) 7. Beyond limits shown. Pay item does not include driveway. m VARIES -_> 7114" [s3 "4' ❑ SECTION See Contract Plans. z 1" 10'TO 22" 1" 6112" "CEMENT CONCRETE DRIVEWAY _ . (SQZ EE CONTRACT) g" d" Z ENTRANCE TYPE 2"PAY LIMITS p ct, 5 112. 1' 1 la"(IN)R. O � 34363 q � � "CEMENT CONCRETE DRIVEWAY 1Q CONTRACTION JOINT(TYR.)-SEE STANDARD PLAN F-3o.10 �� �� 28680 �4 � ❑ 1"(IN)R. 1"(IIV]R. 112" I R 1"(IN}R '� �f;j STg$$ �� Iwi ENTRANCE TYPE 1"PAY LIMITS _ FOR RAMP LENGTHS GREATER THAN 8'-0"PROVIDE C18T R (� VT(IN) R. �ssIONAL ��G CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN.OC- �s10NlAL ROADWAY ROADWAY o io ', ROADWAY �m ROADWAY DRIVEWAY zCltGr,sera n a Barry,Ed 4-1 - n o• . c ,> (SEE NOTE 7) _ u . a May 6 2014 3:3] PM o DRIVEWAY Jul 1:?916 426 PM {SEE NOTE 7) CEMENT CONCRETE ° tr CEMENT CONCRETE CURBS ! DRIVEWAY ENTRANCE A CL.41 CONCRETE TYPES 1, 27 31 Se 4 CL 4000 CONCRETE PER STANDARD SPEC.8-06.3 ' STANDARD PLAN F-10.12-03 PER STANDARD SPEC.8-06.3 STANDARD PLAN F-80.10-04 1 314"_ 1 91d" 8 ild" 8 11d" SHEET 1 OF 1 SHEET SHEET 1 OF 2 SHEETS r APPROVED FOR PUBLICATION APPROVED FORBaWfth.Pasco PUBLICATION �' i J nfientvc, ( � iul 15 201 2 Pt7 �. J"n 11 2014 1�5 PM / / STATE CFCs"Et13EtiEER STATE EESIGN ENGINEER DUAL-FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT ISOMETRIC VIEW ISOMETRIC VIEW Amk Washington State Deparimenl of Transporli Washington Stole Deportment of Transportation CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB 7 TYPE 1 - PAY LIMITS TYPE 2 - PAY LIMITS MAP STANDARD PLAN F-30 . 10-03 - CONCRETE SIDEWALKS STANDARD PLAN F-80 . 10-04 - CONCRETE DRIVEWAY ENTRANCE MAX 201 DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS SIDEWALK FOR SIDE TREATMENT SIDEWALK 6 112" SEE � B 112" GROOMED VARIES 318"(IN) EXPANSION JOINT(TYP.)- (SEE CONTRACT) CONTRACTION -'3 FINISH(TYP- (SEE CONTRACT PLANS) 1'-0" 11-0" SEE OTHER SIDEWALK SECTIONS (SEE CONTRACT)' JOINT 5 112 1" FACE OF CURS i �� SEE STANDARD PLAN F•30.10 ROUNDING 2.096 1 117'[IN)R.(TYP.) 112"(IN)R.(TYR.) CEMENT a MATCH SIDEWALK WIDTH CURB NOT INCLUDED IN BID ITEM CONCRETE - (SEE CONTRACT) 'v 2 0%MAX SEE STANDARD PLAN F-10.12 1 2A%MAX. "v a . p SIDEWALK � MATCH SIDEWALK WIDTH ~y 7 1"(IN)R. m ROADWAY * (SEE CONTRACT] 6'-V. VARIES - n 04 {SEE CONTRACT) SEE RAISED EDGE 3J8"[IN)PREMOLOEa i• SEE CURB FACE DETAIL w� ' 318"(IN) EXPANSION JOINT(TYP.)- DETAIL THIS SHEET JOINT FILLER a d„ i WITH RAISED EDGE 1� SEE STANDARD PLAN F-30.10 BNOOMTYP) FINISHED GRADE V(IN) BELOW MONOLITHIC CEMENT CONCRETE 1 8" B 112" 7" TOP OF CONCRETE SURFACE CURB AND SIDEWALK 1� I � a.. � 2'-0" SIDEWALK NOTE +, U U MIN. (SEE CONTRACT) a" W LU 1'-V. 1'-o" CURB FACE DETAIL w w 1rz-(IN)R (TYP) 1. Four feet of the sidewalk width shall be the minimum pedestrian accessible ROUNDING J CURB NOT INCLUDED IN BID ITEM route free of vertical and horizontal obstructions. Gratings,Access Covers, EXTEND SIDEWALK TRANSVERSE EXPANSION ,2.0% 1 20%MAX SEE STANDARD PLAN F-14.12 Junction Boxes, Cable Vaults, Pull Boxes and other appurtenances within the JOINTS TO INCLUDE CURB(FULL DEPTH] 1 i r sidewalk must have slip resistant surfaces, be flush with surface, and match grade of the sidewalk. 1', j (SEE NOTE 1) 2'_6„ Z_6" CEMENT CONCRETE DRIVEWAY ENTRANCE (5EE NOTE 11 CEMENT CONCRETE r - - '• BUFFER STRIP(TYP.) ti< F CURB AND GUTTER - 31B"(IN) I E CURB AND GUTTER SIDE SLOPE(TYP.) PRFMOLDED WALL OR BARRIER �P•) �P•) (SEE NOTE 3) (SEE NOTE 3) �S JOINT FILLER �� PLAN VIEW DRIVEWAY ENTRANCE PLAN VIEW ADJACENT TO CURB 0 TYPE 3 SIDE SLOPE TYP. TYPE 4 (STEEP FILL SLOPES) SIDEWALK a (TYP-) 3ROOMED FINISH(TYP.) � 1l2"{IN)R. A' (; 4"(IN]WIDE,sMddTH TRDWEL`n 1 1 THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE ❑ 1'-0" SIDEWALK 1�' PERIMETER U_ y 0� O ALL CUT MIN. (SEE CONTRACT) CEMENT CONCRETE CURB m >- SLOPES v ' 112"(IN)R.(TYP.) ° (CURB AND GUTTER SHOWN) a CURB NOT INCLUDED IN BID ITEM-- NOT INCLUDED IN BID ITEM J 2.0°Iu 1 MATCH SIDEWALK WIDTH (SEE CONTRACT) {SEE CONTRACT} _ - 2,095 MAT{. SEE STANDARD PLAN F-10.12 318"(IN) PREMOLDED a SEE STANDARD PLAN F-10.1Y a 1/2"(IN)R. (TYR.) - m 1V - �� JOINT FILLER �'•� (SEE CONTRACT) DRIVEWAY 112"(IN)LIP BETWEEN ROADWAY 112"(IN)LIP BETWEEN ROADWAY ... (SEE NOTE 7) ,*` rA c°� - GUTTER AND CURB(OR SEE 112"(IN) R.(TYP.] m `P GUTTER AND CURB(OR SEE 0 318"(IN)PREMOLDED CONTRACT) CONTRACT) JOINT FILLER , r ................ SIDEWALK ADJACENT TO WALL DETAIL ADJACENT TO CURB r%� r SIDEWALK DRIVEWAY BRIDGE OR PEDESTRIAN ;�` DRIVEWAY (SEE NOTE 7} / RAILING �.••'�r•'J' .�1•' 3!8"(IN) EXPANSION JOINT(TYR.) �J RAMP DEPRESSED DRIVRAMP �� DEPRESSED EWAY CONTRACTION JOINT SEE STANDARD PLAN F-30.10 CURB AND GUTTER SECTION [ F 1 CURB AND GUTTER BARRIER- SEE SIDEWALK IN SIDEWALK ONLY (SEE NOTE 3} �J CONTRACT PLANS may+ 1 (SEE CONTRACT) S. 'f SECTION I E ) (SEE NOTE 3] LEVEL 112" r' ��01 W J ��� .� EXPANSION JOINT IN BOTH �p�TRIC As f 1 112"[IN)R.(TYP.) r 'ter CURB AND SIDEWALK i I CURB NOT INCLUDED IN BID ITEM- 112"(IN)R. c J � 1yAq�f 0 R� FLUSH 1 'v 2.0 MMAXI SEE STANDARD PLAN F-10.14 2L_J � f T D ,� - ° . at V(IN)R. n ° ISOMETRIC VIEW W "CEMENT CONCRETE DRIVEWAY VERTICAL WALL 31B"(IN)PREMOLDED774 d ENTRANCE TYPE 3"PAY LIMIT SEE DETAIL JOINT FILLER(TYP.} t7 " JOINT AND FINISH � �v "CEMENT CONCRETE DRIVEWAY DETAIL 'ft,3 a3s3$.1 ' DRIVEWAY ENTRANCE TYPE 4"PAY LIMIT �� 28680 D v ADJACENT TO CURB AND RAILING OR WALL ciJ f 5T C3 (SEE NOTE 7) tf Gf AL RAISED EDGE DETAIL 'SlpnrAy, �� �`�jON�L CL. 4000 CONCRETE DRIVEWAY _ EXTEND SIDEWALK TRANSVERSE PER STANDARD SPEC.8-ofi,3 X-0"MIN. JOINTS TO INCLUDE RAISED EDGE � Barry,Ed (SEE NOTE 7) / Her,Swtt FOR SIDE TREATMENT SIDEWALK BUFFER STRIP ' O May 6 20143:41 PM �y �f Tut 18 2aT62 07 Af�T SEE OTHER SIDEWALK SEE CONTRAC (SEE CONTRAC °ice" __`- SECTIONS ( [s 3I8° 118"TO 114" CEMENT CONCRETE CL. 4000 CONCRETE CEMENT CONCRETE 1 112'(IN)R. CURB NOT INCLUDED M BID ITEM_ �� � �� SIDEWALK If � TYPES 1 2 3 A 4 4 2A96 MAXI (TYP.) SEE STANDARD PLAN F-10.12 "' PER STANDARD SPEC.B-06.3 DRIVEWAY ENTRANCE .` STANDARD PLAN F-30.10-03 STANDARD PLAN F-80.10-04 .ni ' D " `�" O P U `�4 O SHEET 1 OF 1 SHEET f SHEET 2 OF 2 SHEETS FINISHED GRADE 1"(IN)BELOW TOP OF CONCRETE APPROVED FOR PUBLICATION /' APPROVED FOR PUBLICATION Brdmlich,P"son PREMOLDED - Sun1120",:,5PM ISOMETRIC VIEW ISOMETRIC VIEW �• Jut18201612:22PM SURFACE FOR PLANTING�FLUSH IF PAVED /7 ✓ ca*1k�rcr,Jeff FILLER srATE DESM ENGNEER STATE DL51GN ENGINEER ADJACENT TO BUFFER STRIP EXPANSION JOINT CQ CONTRACTION JOINT Washington State Deportment of Transportation TYPE 3 -• PAY LIMITS TYPE 4- PAY LIMITS Y Washington State DeparfrhenT of Transportation Soils Re port MTC Materials Testing & Consulting, Inc. Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting 'yaler a1s Testing&Consullio8�� March 20, 2013 Mr. Frank Lewis Eagle Ridge Partners, LLC 1921 Williamsport Street Henderson,NV 89052 Subject: Geotechnical Engineering Report Keystone Residential Subdivision Lots 5, 6, 7, 11, and 13 Anacortes, Washington MTC Project No.: 13BO23 Dear Mr. Lewis: In accordance with your request, Materials Testing & Consulting, Inc. has conducted a geotechnical investigation for proposed improvements at the above referenced location. Our initial field investigation was conducted February 19, 2013, in accordance with the scope of services presented in our Proposal for Geotechnical Engineering Services dated February 1, 2013. We would be pleased to continue our role as your geotechnical engineering consultant during project planning and construction. We also have a keen interest in providing materials testing and special inspection during construction of this project. We will be pleased to meet with you at your convenience to discuss these services. We appreciate the opportunity to provide geotechnical engineering services to you for this project. If you have any questions regarding this report, or if we can provide assistance with other aspects of the project,please contact me at(360) 647-9295. Respectfully Submitted, MATERIALS TESTING&CONSULTING,INC. Lance Levine, P.E. Geotechnical Engineer Attachment: Geotechnical Engineering Report Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region 2126 East Bakerview Road • Bellingham, WA 98226 • Phone 360.647.6061 . Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: www.mtc-inc.net Prepared for: Mr. Frank Lewis 1921 Williamsport Street Henderson,NV 89052 Subject: Geotechnical Engineering Report Keystone Residential Subdivision Lots 5, 6, 7, 11, and 13 Anacortes,Washington Prepared by: GARY� ��G F wasy� Li,� ors o _ �-"--co cc �w LCI 2831 0 ��S9F a 3/20/13 45853 �� `_� �i$&d G$ISTSo� S�aNA� � Andrew Paul Wiser 3120113 Lance Levine, P.E. Andy Wiser Geotechnical Engineer Project Geologist MATERIALS TESTING & CONSULTING,INC. (MTC) 2126 E. Bakerview Road MTC Bellingham, Washington 98226 Phone: (360) 647-9295 �. Fax: (360) 647-8111 � 1 March 20, 2013 mate"�a15 Testing&ConBul�n�'��c MTC Project Number: 13BO23 Copyright 2013 Materials Testing & Consulting, Inc. All Rights Reserved ii Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Table of Contents 1.0 INTRODUCTION...............................................................................................................I 1.1 GENERAL......................................................................................................................................................1 1.2 PROJECT DESCRIPTION.............................................................................................................................1 1.3 PURPOSE AND SCOPE OF SERVICES......................................................................................................1 2.0 SITE EXPLORATION AND LABORATORY TESTING................................................2 2.1 SITE EXPLORATION...................................................................................................................................2 2.2 LABORATORY TESTING............................................................................................................................2 3.0 EXISTING SITE CONDITIONS........................................................................................3 3.1 SURFACE DESCRIPTION............................................................................................................................3 3.2 AREA GEOLOGY.........................................................................................................................................4 3.3 SOIL CONDITIONS......................................................................................................................................4 3.4 GROUNDWATER CONDITIONS................................................................................................................5 4.0 KEY GEOLOGIC CONSIDERATIONS............................................................................6 4.1 SEISMIC HAZARDS.....................................................................................................................................6 4.2 LIQUEFATION SUSCEPTIBILITY..............................................................................................................6 4.3 FILL AND REMNANT TOPSOIL................................................................................................................6 5.0 DESIGN RECOMMENDATIONS.....................................................................................7 5.1 FOOTING DESIGN.......................................................................................................................................7 5.2 SEISMIC RECOMMENDATIONS...............................................................................................................8 5.3 SEISMIC ACCELERATION COEFFICIENTS.............................................................................................8 5.4 PAVEMENT RECOMMENDATIONS.........................................................................................................8 5.4.1 Conventional Pavement Recommendations..........................................................................................9 6.0 CONSTRUCTION RECOMMENDATIONS...................................................................10 6.1 EARTHWORK.............................................................................................................................................10 6.1.1 Excavation...........................................................................................................................................10 6.1.2 Clearing and Grubbing........................................................................................................................10 6.1.3 Subgrade Evaluation and Preparation..................................................................................................10 6.1.4 Wet Weather Construction..................................................................................................................11 6.2 STRUCTURAL FILL MATERIALS AND COMPACTION......................................................................11 6.2.1 Materials..............................................................................................................................................11 6.2.2 Placement and Compaction.................................................................................................................12 6.3 TEMPORARY EXCAVATIONS AND SLOPES........................................................................................13 6.4 PERMANENT SLOPES...............................................................................................................................13 6.5 UTILITY TRENCHES AND EXCAVATIONS..........................................................................................14 7.0 ADDITIONAL RECOMMENDED SERVICES ..............................................................15 8.0 LIMITATIONS..................................................................................................................16 Appendix A. SITE PLANS.......................................................................................................17 Appendix B. EXPLORA TION LOGS.......................................................................................19 Appendix C. DCP RESULTS..................................................................................................28 AppendixD. LABORATORYRESULTS..................................................................................30 Appendix E. FOOTING DRAINAGE.......................................................................................34 iii Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 1.0 INTRODUCTION 1.1 GENERAL This report presents the findings and recommendations of Materials Testing & Consulting, Inc.'s (MTC) geotechnical engineering study conducted for design and construction of proposed improvements at the above referenced property. The project site is located on Pennsylvania Court in Anacortes, Washington. The location of the project site is shown in Figures 2 and 3 of Appendix A. MTC should be allowed to review the final plans and specifications for the project to ensure that the recommendations presented herein are appropriate. Recommendations and conclusions presented by this report will need to be re-evaluated in the event that changes to the proposed construction are made. 1.2 PROJECT DESCRIPTION MTC understands that the proposed project scope consists of developing five residential lots on Pennsylvania Court in Anacortes, Washington, for construction of single-family homes. The subject parcels are currently undeveloped and are located in an existing residential subdivision. MTC understands that one- to two-story wood-framed single-family residences are to be constructed at each lot. Single-family residential structures at Lot 5, Lot 6 and Lot 7 will be two-story homes with daylight basements while homes at Lot 11 and Lot 13 will be constructed as single-story Ramblers. It is also our understanding that Mr. Lewis intends to construct a model residence at Lot 13 and that the remaining lots will be put up for sale individually. Final designs for the residential homes were not available to MTC at the time of report generation but are expected to be wood-framed, wood—sided, and shall be supported on shallow-spread strip and isolated-column footing foundations. Building loads are expected to be typical for the type and materials of construction with no unusually large or vibratory loads anticipated. 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of our study was to explore subsurface conditions at the site and provide geotechnical engineering recommendations for the subject lots to be developed as single-family residential parcels. To evaluate the subsurface soil and groundwater conditions, MTC excavated and logged test pits at each of the proposed lots and conducted Dynamic Cone Penetrometer (DCP) tests at representative locations. Our scope of services was consistent with that presented in our Proposal for Geotechnical Engineering Services, dated February 1, 2013. 1 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 2.0 SITE EXPLORATION AND LABORATORY TESTING 2.1 SITE EXPLORATION Our site exploration activities were performed on February 19, 2013. Exploration included observing and logging the excavation of seven (7)test pits, soil sampling for supplemental laboratory classification and analysis, and DCP tests. Test pits were excavated in the area of the proposed improvements and were located to coincide with the likely footprint of the proposed residential structures on each lot. Test pits extended to a depth of 3 to 4.5 feet below present grade (BPG) and were terminated on dense and over-consolidated Glacial Till soil. Exploration locations are shown in Figure 2 of Appendix A. MTC also conducted two Dynamic Cone Penetrometer tests at the location of Test Pits TP-2 and TP-6 to refusal at 4.0 to 4.5 feet BPG, respectively. During excavation, an MTC field geologist logged and sampled soil conditions as encountered in accordance with the USCS Unified Soil Classification System (USCS). Representative soils samples were collected of each unit encountered and were identified according to excavation location and depth and placed in plastic bags to protect against moisture loss and transported to the laboratory for supplemental classification and analysis. Additional information pertaining to the field exploration activities can be found by referring to the Logs of Test Pits included as an attachment to this report. 2.2 LABORATORY TESTING Laboratory tests were performed on selected soil samples in accordance with ASTM standards to determine pertinent index and engineering properties of site soils. Tests included supplementary soil classification, grain-size distribution tests (sieve analysis), natural moisture content determination and organic content analysis. Laboratory test results are presented on test reports included in Appendix D. 2 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 3.0 EXISTING SITE CONDITIONS 3.1 SURFACE DESCRIPTION The site of the proposed improvements is currently a partially completed residential subdivision consisting of eight newly constructed single-family residences. Six lots remain undeveloped, of which the subject lots comprise five. Site topography is relatively flat at Lots I I and 13, which are located to the south of Pennsylvania Court. It appears that some side-cast fill associated with construction of the adjacent parcels and Pennsylvania Court was placed across Lots 11 and 13. Vegetation at these lots consists of low-lying grass. Lots 5, 6 and 7 are located north of the Pennsylvania Court cul-de-sac. Current lot grade is approximately 3 to 8 feet below street elevation. Road prism fill extends north of Pennsylvania Court at an approximate 2 horizontal to I vertical slope on to Lots 5, 6 and 7 (see Figure 1). However, road prism fill does not extend to the footprint of the proposed residential structures. Vegetation at Lots 5, 6 and 7 consists of low-lying grass and two Douglas Fir to approximately 120 feet tall located between Lots 5 and 6. The subdivision is accessed from the west off of Pennsylvania Avenue. Base of Road Fill Prism 1` Lot 6 • :►r ; J Figure 1. Looking southwest from Lot 7 toward the edge of road prism fill and Lots 5 and 6. The large Douglas Fir located behind the mini-excavator is located on the property line of Lots 5 and 6. 3 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 3.2 AREA GEOLOGY The Geologic Map of Washington - Northwest Quadrant, published by the Washington State Department of Natural Resources (Dragovich et al., 2002), indicates that site surface geology is mapped as Quaternary Continental Glacial Till (Qgt). Continental Glacial till is a predominantly unsorted and unstratified mixture of clay, silt, sand and gravel deposited at the base or in front of glacial ice. Where glacial advance has over-ridden and buried glacial till deposits this unit displays a highly over- consolidated consistency. Soil conditions encountered in the field consist of silty sand with varying amounts of gravel to silt with sand that became over-consolidated with depth. These conditions are typical of glacial deposits and are consistent with area geology sources. 3.3 SOIL CONDITIONS A general characterization of the on-site soil units encountered during our exploration is presented in this section. The exploration logs in Appendix B present details of the soils encountered at each exploration location. The on-site soils are generally characterized as follows: Topsoil — An 8-inch thick layer of dark brown silt with sand topsoil was encountered at the ground surface beneath the proposed building footprints at Lots 5, 6 and 7. This unit was organic and included sod and roots to extending approximately 4 inches below the ground surface. Road Prism Fill—Imported fill consisting of silty sand with gravel was encountered at Test Pits 1 and 5. This material was interpreted as road prism fill associated with the Pennsylvania Court cul-de-sac and was observed extending up to 2 feet BPG. • Uncontrolled Fill — Encountered at the ground surface at Lots 11 and 13 was 0.8 to 2.0 feet of uncontrolled fill consisting of gray silty sand with gravel that was moist to wet and medium dense. Uncontrolled fill was compositionally similar to native glacial till soils encountered elsewhere on the site and is interpreted to have been side-cast during construction of the existing improvements. Partially Stripped Topsoil — Beneath imported road prism fill and uncontrolled fill was a thin horizon of partially-stripped topsoil. Partially-stripped topsoil ranged in thickness from 0.5 to 1.0 feet. This unit consists of dark brown silt with sand and some organics. • Weathered Glacial Till (Qgt) — Silty sand, Sand with Silt and Silty Sand with Gravel: Encountered at all test pit locations was a brown silty sand with varying amounts of gravel that was medium dense to dense and moist. Color ranged from brown to red-brown. This unit was 4 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 encountered between 0.8 and 4.0 feet BPG at each test pit location. The weathered profile ranged between 2 to 4 feet thick. • Unweathered Glacial Till (Qgt) —Encountered at all test pit locations was unweathered glacial till consisting of gray silty sand with varying amounts of gravel. Unweathered glacial till was encountered between 2.0 to 4.5 feet BPG. Test pits were terminated at this layer due to its very dense and over-consolidated nature. 3.4 GROUNDWATER CONDITIONS During our exploration, a distinct groundwater surface was not encountered. However, free water was encountered at Test Pits 3, 4 and 6 at 3.6, 2.8 and 3.2 feet BPG, respectively. MTC also noted wet surface soils during our exploration at Lot 7. Free water is interpreted to be perched on the underlying unweathered glacial till and it is apparent that some groundwater may be encountered in excavations approaching the above-stated depths, or shallower, especially if excavations are conducted during the winter months. Furthermore, native soil at Lot 11 consisted of a fairly clean silty sand overlying over-consolidated glacial till. This silty sand appeared to have greater transmissivity than weathered glacial till observed elsewhere onsite and perched water emanated from this horizon at a moderate rate (estimated at up to 3 gallons per minute). As discussed below, excavations at Lot 11 should not need to extend to this depth. However, should excavations approach this depth, dewatering should be anticipated. 5 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 4.0 KEY GEOLOGIC CONSIDERATIONS This section discusses significant geotechnical issues that must be addressed in project design phase and forms the basis for the geotechnical engineering design recommendations presented in Section 5.0 and construction recommendations presented in Section 6.0. 4.1 SEISMIC HAZARDS A seismic hazard presents a risk of facility and infrastructure damage due to ground rupture, liquefaction, lateral spreading, or seismically-induced slope instability associated with a seismic event. Two known faults are mapped within two miles of the proposed improvements. As a result, the risk for significant ground-shaking during a seismic event exists, though the risk of ground rupture is unlikely as no faults are mapped that transect the subject property. According to Johnson et al. (2003)1, the estimated recurrence interval for seismic events on proximal faults range from 200 to 12,000years. MTC recommends all buildings at the site be designed to applicable building codes in consideration of the site seismic design parameters provided below. 4.2 LIQUEFATION SUSCEPTIBILITY The Liquefaction Susceptibility Map of Skagit County (Palmer et al., 2004) indicates that there is a low potential for liquefaction. All structures should be designed according to criteria outlined by the latest edition, at the time of construction, of the International Building Code for Site Class C. 4.3 FILL AND REMNANT TOPSOIL MTC's field investigation encountered imported road prism fill extending on to lots 5, 6 and 7. This imported fill was placed over the top of partially stripped topsoil. Laboratory determination of the organic content of this soil indicates that organic material comprises 6.1 percent of the soil mass by weight. As a result MTC does not consider this material to be adverse to the placement of overlying fill soils for the construction of roads or driveways leading to the proposed improvements. However, partially stripped topsoil shall be removed from beneath all structural elements and residential foundations. Stripping of buried topsoil should be anticipated up to 8 inches BPG at Lots 5, 6 and 7. At Lots I and 13, where uncontrolled fill was placed over the partially stripped topsoil, stripping shall extend to undisturbed weathered glacial till at approximately 0.8 to 2.0 feet BPG. 'Johnson,S.Y.,Blakely,R.J.,and Brocher,T.M.,compilers,2003,Fault number 573,Utsalady Point fault,in Quaternary fault and fold database of the United States:U.S.Geological Survey website,http://earthquakes.usgs.gov/regional/qfaults,accessed 12/28/2011 09:05 AM. 6 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 5.0 DESIGN RECOMMENDATIONS 5.1 FOOTING DESIGN MTC recommends that a shallow spread-footing foundation system is appropriate for use at this project site assuming that organic topsoil is stripped from beneath all structural elements. • Allowable Soil Bearing Capacity: 2,500 pounds per square foot (psf) for footings placed on undisturbed weathered or unweathered native glacial till consisting of silty sand with gravel and 2,500 psf for footings placed on imported structural fill extending to undisturbed weathered or unweathered glacial till and placed in accordance with the recommendations presented herein for Structural Fill Materials and Compaction on undisturbed native soils. The allowable bearing capacity may be increased by 1/3 for transient loading due to wind and seismic events. • Minimum Footing Depth: All exterior footings should be embedded a minimum of 24 inches and interior footings should be embedded 18 inches below the lowest adjacent finished grade. • Minimum Footing Width: All strip footings should have a minimum width of 11/2 feet and isolated footings should have a minimum width of 3 feet. • Estimated Settlements: We estimate that the maximum settlements will be on the order of 1 inch, or less, with a differential settlement of 1/2 inch, or less, over 50 linear feet. Settlement is anticipated to occur during building construction. • Lateral Load Resistance: Lateral loads can be resisted by passive pressure against buried portions of the footings and sliding resistance between the bottoms of the footings. We recommend an allowable passive earth pressure equal to that generated by a fluid with an equivalent unit weight (EFW) of 200 pcf. This value assumes footings are backfilled with structural fill and includes a factor of safety of two. The upper 18 inches of soil should be ignored unless the area is paved or covered with concrete due to soil disturbance associated with freeze/thaw action. Sliding resistance between subgrade soils and foundations should be evaluated using an allowable coefficient of friction of 0.35; this value assumes concrete placed directly on the subgrade and includes a factor of safety of 1.5. 7 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Drainage: We recommend that permanent footing drains be provided. A typical footing drain is illustrated in Figure 4 of Appendix E. All drains should convey water under control to a positive and permanent discharge point a minimum of 10 feet from the structure. Roof downspouts should not be connected to footing drains, but should be tight-lined separately to a positive discharge system a minimum of 10 feet from the structure. 5.2 SEISMIC RECOMMENDATIONS According to the Washington State Department of Natural Resources / National Earthquake Hazard Reduction Program (DNR/NEHRP), the site is mapped as Seismic Site Class C. In accordance with the 2012 International Building Code (IBC), Table 1613.5.2, and based on explorations at the site and our regional experience, we recommend using Site Class C for this project site (see discussion above in Section 4.3.2 Seismic Site Class). Permanent structures and retaining walls at the project site should be designed for the seismic acceleration coefficients provided below. 5.3 SEISMIC ACCELERATION COEFFICIENTS Seismic acceleration values are derived from the USGS Java Ground Motion Parameter Calculator - Version 5.1.0 for the project latitude and longitude. All structures should be designed incorporating the following seismic acceleration coefficients. Site Class C Mapped Peak Spectral Acceleration @ 0.2 sec (SMS) 1.084 Mapped Peak Spectral Acceleration @ 1.0 sec (SMI) 0.535 Design Peak Spectral Acceleration @ 0.2 sec (SD,) 0.722 Design Peak Spectral Acceleration @ 1.0 sec (SDI) 0.356 Fa 1.000 F, 1.425 5.4 PAVEMENT RECOMMENDATIONS The results of MTC's exploration activities indicate that the existing soils can support concrete pavement driveways assuming the following recommendations are implemented. 8 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 5.4.1 Conventional Pavement Recommendations 1. In all areas to receive pavements, the organic, loose or obviously compressive materials must be removed. As discussed above, MTC does not consider the partially stripped topsoil observed underlying imported road prism fill soils to require stripping assuming that a minimum of 2 feet of structural fill is placed between concrete pavement and the top of partially stripped topsoil. Because the exposed subgrade soils will be moisture sensitive and rapidly degrade under construction traffic loads when wet, care should be exercised to protect subgrades until pavements have been placed. 2. The pavement and driveway subgrade shall be proof-rolled to confirm that the subgrade contains no soft or deflecting areas. Areas of excessive yielding should be excavated and backfilled with structural fill. 3. If structural fill is required, it shall meet the requirements outlined above and shall be compacted to a minimum percent compaction of 95 percent based on its modified Proctor maximum dry density as determined per ASTM D1557. Where reinforcing fabric is used over soft subgrades, an initial lift of 18 inches of structural fill should be placed prior to compacting. 4. We recommend that fill placed on slopes steeper than 3:1 (H:V) be `benched' in accordance with hillside terraces entry of section 2-03.3(14) of the latest version of the Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications)2. 2 Standard Specifications for Road,Bridge, and Municipal Construction (WSDOT Standard Specifications);Washington State Department of Transportation;2012 9 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 6.0 CONSTRUCTION RECOMMENDATIONS 6.1 EARTHWORK 6.1.1 Excavation Excavations can generally be performed with conventional earthmoving equipment such as bulldozers, scrapers, and excavators. Where possible, excavations made within about one foot of finished subgrade level should be performed with smooth edged buckets to minimize subgrade disturbance and the potential for softening to the greatest extent practical. 6.1.2 Clearing and Grubbing All topsoil in the proposed building area will need to be stripped prior to constructing structural elements. Stripping depths should be expected to be between 12 and 24 inches in the proposed building footprint of Lots 11 and 13, and will likely be removed during typical site preparation activities. Stripping up to 8 inches will likely be required at Lots 5, 6 and 7. The final exposed subgrade shall be inspected by a representative of the geotechnical engineer to verify that all unsuitable or deleterious material has been removed. Any soft or deflecting areas should be removed to firm unyielding soils and replaced with structural fill. 6.1.3 Subgrade Evaluation and Preparation After excavations have been completed to the planned subgrade elevations, but before placing fill or structural elements, the exposed subgrade soils should be evaluated under the full-time observation and guidance of an MTC representative. Where appropriate, the subgrade shall be proof-rolled with a minimum of two passes with a fully loaded dump truck, water truck, or scraper. In circumstances where this is unfeasible, an MTC representative may use alternative methods for subgrade evaluation. Any loose soil should be compacted to a firm and unyielding condition, and at least to 95 percent of the modified Proctor maximum dry density per ASTM D 1557. Any areas that are identified as being soft or yielding during subgrade evaluation shall be over-excavated to a firm and unyielding condition or to the depth determined by the geotechnical engineer. Where over-excavation is performed below building footings, the over-excavation area should extend beyond the outside of the footing a distance equal to the depth of the over-excavation below the footing. The over-excavated areas shall be backfilled with properly compacted structural fill. 10 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 6.1.4 Wet Weather Construction Glacial till soils such as those observed on site commonly contains greater than 10 percent silt and/or clay. Therefore this soil is very moisture sensitive and will become soft and difficult to compact or traverse with construction equipment when wet. During wet weather, the contractor should take measures to protect the exposed subgrades and avoid construction traffic during earthwork activities. Once MTC's geotechnical engineer has approved a subgrade, further measures should be implemented to prevent degradation or disturbance of the subgrade. These measures could include, but are not limited to, placing a layer of crushed rock or lean concrete on the exposed subgrade, or covering the exposed subgrade with a plastic tarp and keeping construction traffic off the subgrade. Once subgrade has been approved, any disturbance of the unprotected subgrade shall be repaired by the contractor at no cost to the owner. During wet weather, earthen berms or other methods should be used to prevent runoff from draining into excavations. All runoff should be collected and disposed of properly. Measures may also be required to reduce the moisture content of on-site soils in the event of wet weather. These measures can include, but are not limited to, air drying and soil amendments. Since the on-site soils will be difficult to work with during periods of wet weather due to elevated soil moisture content, and frozen soil is not suitable for use as structural fill, we recommend that earthwork activities generally take place in late spring, summer or early fall. 6.2 STRUCTURAL FILL MATERIALS AND COMPACTION 6.2.1 Materials All material placed below structures or pavement areas shall be considered structural fill. Structural fill material should be free off deleterious material, have a maximum particle size of 6 inches, and be compactable to the required compaction level. Deposits of native glacial soil consisting of gravel with sand to silty sand with gravel excavated at the site is suitable for reuse as structural fill assuming recommendations for Wet Weather Conditions above and Placement and Compaction presented below are implemented. It should be noted that the soils are highly moisture sensitive and will require moisture conditioning for proper placement and compaction. Moisture conditioning of these soils will not be possible during wet weather construction. Native glacial soils consisting of silt with sand, such as that observed at Test Pit TP-6 below 4 feet, is not suitable for reuse as structural fill. This material would likely be excavated at an over-optimum 11 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 moisture condition and would be extremely difficult to place and compact to a firm and unyielding state given the appreciable fine-grained composition. Furthermore this material may behave adversely under loading conditions and should not be placed beneath structural elements. Imported material can be used as structural fill. Imported structural fill material should conform to Section 9-03.14(1), Gravel Borrow, of the most recent edition (at the time of construction) of the State of Washington Department of Transportation Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications), or approved equal verified by the geotechnical engineer of record. Controlled density fill (CDF) or lean mix concrete can be used as an alternative to structural fill materials, except in areas where free-draining materials are required or specified. Frozen soil is not suitable for use as structural fill. Fill material may not be placed on frozen soil. The contractor should submit samples of each of the required earthwork materials to the geotechnical engineer for evaluation and approval prior to delivery to the site. The samples should be submitted at least 4 days prior to their delivery and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. 6.2.2 Placement and Compaction Prior to placement and compaction, native glacial till soils to be placed as structural fill and any imported structural fill shall be moisture conditioned to within 3 percent of its optimum moisture content. Loose lifts of imported structural fill shall not exceed 12 inches in thickness; thinner lifts will be required for walk-behind or hand operated equipment. Loose lifts of native glacial till soils placed as structural fill shall not exceed 10 inches in thickness; thinner lifts will be required for walk-behind or hand operated equipment. All structural fill, native or imported, shall be compacted to a dense and unyielding condition and to a minimum percent compaction based on its modified Proctor maximum dry density as determined per ASTM D1557. Structural fill placed beneath each of the following shall be compacted to the indicated percent compaction: Foundation and Floor Slab Subgrades: 95 Percent Pavement Subgrades (upper 2 feet): 95 Percent Pavement Subgrades (below 2 feet): 90 Percent Utility Trenches (upper 4 feet): 95 Percent Utility Trenches (below 4 feet): 90 Percent 12 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 We recommend that fill placed on slopes steeper than 3:1 (H:V) be `benched' in accordance with hillside terraces entry of section 2-03.3(14) of the WSDOT Standard Specifications. We recommend that the placement and compaction of structural fill, native or imported, be observed on a full-time basis by an MTC representative. A sufficient number of tests should be performed to verify compaction of each lift. The number of tests required will vary depending on the fill material, its moisture condition and the equipment being used. Initially, more frequent tests will be required while the contractor establishes the means and methods required to achieve proper compaction. 6.3 TEMPORARY EXCAVATIONS AND SLOPES All excavations and slopes must comply with applicable local, state, and federal safety regulations. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing soil type information solely as a service to our client for planning purposes. Under no circumstances should the information be interpreted to mean that MTC is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred. Temporary excavations in the existing native soils should be inclined no steeper than 1.5H:IV. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed near the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. Earth retention, bracing, or underpinning required for the project (if any) should be designed by a professional engineer registered in the State of Washington. Temporary excavations and slopes should be protected from the elements by covering with plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from exposing the soils under the sheeting. 6.4 PERMANENT SLOPES Permanent slopes should be inclined no steeper than 2H:1 V and be planted with a deep-rooted, rapid- growth vegetative cover as soon as possible after completion of slope construction. Alternatively, the slope should be covered with plastic, straw, etc. until it can be landscaped. 13 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13B023 6.5 UTILITY TRENCHES AND EXCAVATIONS The contractor should be responsible for the safety of personnel working in utility trenches. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. Utility trenches and other excavations in the glacial environments may encounter boulders. If boulders are encountered,utility trenches may require over-excavation or `hoe-ram' attachments. Pipe bedding material shall conform to the manufacturers' recommendations and be sufficiently consolidated around the pipe by hand shovel to provide uniform support. Cobbles exposed in the bottom of utility excavations shall be covered with pipe bedding or removed to avoid inducing point- loading of the pipe. Trench backfill shall be placed and compacted as structural fill as recommended herein. Particular care should be taken to make sure bedding and fill material is properly compacted in place to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and shall not be allowed. 14 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 7.0 ADDITIONAL RECOMMENDED SERVICES The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be made during construction to verify compliance with these recommendations. Testing and observations performed during construction should include, but not necessarily be limited to, the following: • Observations and testing during site preparation, earthwork, structural fill, and pavement section placement, • Testing and inspection of any concrete, masonry, structural steel, fireproofing, and roofing materials included in the final construction plans, and • Consultation as may be required during construction. We strongly recommend that MTC be retained for the construction phase of this project to provide these and other services. Our knowledge of the project site and the design recommendations contained herein will be of benefit in the event that difficulties arise and either modifications or additional geotechnical engineering recommendations are required or desired. We can also, in a timely fashion observe the actual soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein. We further recommend that project plans and specifications be reviewed by us to verify compatibility with our conclusions and recommendations. In addition, MTC retains fully accredited, WABO-certified laboratory and inspection personnel, and is available for this project's testing, observation and inspection needs. Information concerning the scope and cost for these services can be obtained by contacting our office. 15 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 8.0 LIMITATIONS Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, we should be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, express or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard; they are not incorporated into it or "included by referenced", as that latter term is used relative to contracts or other matters of law. This report may be used only by Eagle Ridge Partners, LLC, and their retained design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 12 months from the date of the report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Eagle Ridge Partners, LLC, or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Eagle Ridge Partners, LLC, agrees to defend, indemnify, and hold harmless MTC from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 16 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Appendix A. SITE PLANS ASIDE] Site Vicinity e& BLir1i rf gtr r Ut Ve rna n Rece-Ow, r -- State PaA.`_ _ 4 n 4 GJ Copper Pond Local Vicinity �e O hn irw�v 6 �Hak�i L� D 4� I.',d •.. CD 1t1 as i w 121h St c s i5 C c f Maps provided by Google Maps Materials Testing & Consulting,Inc. Regional Site Vicinity FIGURE 2126 E. Bakerview Road Keystone Residential Subdivision Bellingham, WA 98226 Anacortes,WA 2 17 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Test Pit Location r+ DCP Location (tyP•) (tyP•) Approximate lateral extent of road prism P _2 P-1 F •` �' h F 7 fill ,........•TP -3 � 1 '. •'• TP -4 rt . • TP 5 + Y64 h � I k ' P-2 , 1 TP -6 I. Map provided by Skagit County imap.Property lines are approximate. Materials Testing & Consulting, Inc. Project Site Map FIGURE 2126 E. Bakerview Road Keystone Residential Subdivision Bellingham, WA 98226 Anacortes,WA 3 18 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13B023 Appendix B. EXPLORATION LOGS Grab soil samples were collected from each location by our field geologist during test pit excavation. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. The test pits were monitored by our field geologist who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS), obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion, test pit excavations were backfilled with native soil. The stratification lines shown on the individual logs represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only, and it should not necessarily be expected that they are representative of conditions at other locations and times. 19 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Unified Soil Classification System Chart Sampler Symbol Description Major Divisions Graph USCS Typical Description Standard Penetration Test(SPT) GW Coarse ° Well-graded Gravels,Gravel-Sand Mix- Grained Soils Gravel o p•° tares Clean Gravels ® Shelby Tube More Than ''� GP Poorly-Graded Gravels,Gravel-Sand Mixtures 50%of : • ® Grab or Bulk Coarse Frac- tion Retained a o GM Silty Gravels,Gravel-Sand-Silt Mixtures More Than 50% On No.4 Q O e California(3.0"O.D.) Retained On Sieve Gravels With Fines No.200 Sieve ° a GC Clayey Gravels,Grave l-Sand-ClayMix- Q' tares . Modified California(2.5"O.D.) SW Well-graded Sands,Gravelly Sands Sand - Strati2raphic Contact Clean Sands Distinct Stratigraphic Contact More Than SP Poorly-Graded Sands, Gravelly Sands Between Soil Strata 50%of Coarse Frao- \ Gradual Change Between Soil tion Passing SM Silty Sands,Sand-Silt Mixtures Strata No.4 Sieve __ _ Approximate location of Sands With Fines _ stratagraphic change SC Clayey Sands,Clay Mixtures Fine Grained NIL Inorganic Silts,rock Flour,Clayey Silts Groundwater observed at time of Soils With Low Plasticity exploration Silts&Clays Liquid Limit Less CL Inorganic Clays of Low To Medium Measured groundwater level in Y 9 exploration,well,or piezometer Than 50 Plasticity More Than 50% ♦ Perched water observed at time Passing The OL Organic Silts and Organic Silly Clays of of exploration No.200 Sieve Low Plasticity MH Inorganic Silts of Moderate Plasticity Modifiers Silts&Clays Liquid Limit CH Inorganic Clays of High Plasticity Description % Greater Than 50 Trace >5 i r OH Organic Clays And Silts ofMediumto Some 5-12 41 High Plasticity PT Peat Humus,Soils with Predominantly With >12 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils DESCRIPTION SIEVE GRAIN SIZE APPROXIMATE SIZE SIZE Density SPT Consistency SPT Blowcount Blowcount Boulders >12" >12" Larger than a basketball Very Loose 0-4 Very Soft 0-2 Cobbles 3-12" 3-12" Fist to basketball Loose 4-10 Soft 24 Coarse 3/4-3" 3/4-3" Thumb to fist Gravel Medium 10-30 Firm 4-8 Fine #4-3/4" 0.19-0.75" Pea to thumb Dense Dense 30-50 Stiff 8-15 Coarse #10-#4 0.079-0.19" Rock salt to pea Very Dense >50 Very Stiff 15-30 Sand Medium #40-#10 0.017-0.079" Sugar to rock salt Hard I >30 Fine #200-#40 0.0029-0.017" Flour to Sugar Fines Passing <0.0029" Flour and smaller #200 Materials Testing & Consulting, Inc. Test Pit Log Key FIGURE 2126 E. Bakerview Road Keystone Residential Subdivision Bellingham, WA 98226 Anacortes,WA 20 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Materials Testing and Consulting 777 Chrysler Dr. Log Of Test Pit TP - 1 Burlington,WA (Page 1 of 1) Keystone Residential Subdivision Date Started :2/19/13 Geotechnical Site Investigation Date Completed :2/19/13 Sampling Method :Test pit grab samples Anacortes,WA Location :Lot 5,42'N,15'W of SE property corner Project#13BO23 Logged By :A.Wiser iu LL LL U >� C t U a DESCRIPTION a %Finer a U m E Percent #200 p j N Moisture Sieve 0 SILTY SAND with GRAVEL,wet,loose to medium dense,GREY Imported Fill SM 1 26.5 SILT with SAND and organics,DARK BROWN 2 OL Remnant Topsoil SAND with SILT to SILTY SAND with GRAVEL,wet,medium dense. o Unweathered Glacial Till d v o v Y 'a 3 N m SM v E 0 v m 0 m 0 Y 4 Dense below 4' 0 m' o 0 v ? T.D.4.5-No free water encountered.Refusal on Dense overconsolidated Till IJ 0 0 5 21 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Materials Testing and Consulting 777 Chrysler Dr. Log Of Test Pit TP - 2 Burlington,WA (Page 1 of 1) Keystone Residential Subdivision Date Started :2/19/13 Geotechnical Site Investigation Date Completed :2/19/13 Sampling Method :Test pit grab samples Anacortes,WA Location :Lot 5,60'N,52'W of SE property corner Project#13BO23 Logged By :A.Wiser iu LL LL U >� C t U a DESCRIPTION a /Finer a U m E Percent #200 p j N Moisture Sieve 0 SILTY SAND with GRAVEL,wet,loose to medium dense,GREY Imported Fill SM SILT with SAND and organics,DARK BROWN 1 OL Remnant Topsoil SAND with SILT to SILTY SAND with GRAVEL,wet,medium dense. SM 2 SILTY SAND with GRAVEL,moist,very dense,GREY Boulder 2.5'diameter Unweathered Glacial Till SM d v o v Y 'a 3 M T.D.3.0-No free water encountered.Refusal on Dense overconsolidated Till N O 6] 0 E 0 v m 0 m 0 Y 4 0 m 0 0 v IJ 0 O 5 22 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Materials Testing and Consulting 777 Chrysler Dr. Log Of Test Pit TP - 3 Burlington,WA (Page 1 of 1) Keystone Residential Subdivision Date Started :2/19/13 Geotechnical Site Investigation Date Completed :2/19/13 Sampling Method :Test pit grab samples Anacortes,WA Location :Lot 6,46'N,48'E of SW property corner Project#13BO23 Logged By :A.Wiser iu u- U >� C t rn Cl- DESCRIPTION a %Finer a U m E Percent #200 a) j (9 3 N Moisture Sieve 0 SILT with SAND and organics,DARK BROWN Topsoil OL SAND with SILT to SILTY SAND with GRAVEL,wet,medium dense. Roots penetrating 1 Weathered Glacial Till SM 2 SILTY SAND with GRAVEL,moist,very dense,GREY Boulder 2.5'diameter Unweathered Glacial Till 0 (V d v o v Y 'a 3 N m SM d E o Becomes wet to saturated 0 0 Y 4 0 m 0 0 v ? T.D.4.5-Free water encountered at 3.6'.Refusal on boulders and very dense overconsolidated Till 0 0 5 23 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Materials Testing and Consulting 777 Chrysler Dr. Log Of Test Pit TP - 4 Burlington,WA (Page 1 of 1) Keystone Residential Subdivision Date Started :2/19/13 Geotechnical Site Investigation Date Completed :2/19/13 Sampling Method :Test pit grab samples Anacortes,WA Location :Lot 7,57'S,33'E of NW property corner Project#13BO23 Logged By :A.Wiser iu LL >U � C t rn Cl- DESCRIPTION a %Finer a U m E Percent #200 a) j (9 3 N Moisture Sieve 0 SILT with SAND and organics,DARK BROWN OL Topsoil SAND with SILT to SILTY SAND with GRAVEL,wet,medium dense. 1 Weathered Glacial Till SM 2 SILTY SAND with GRAVEL,moist,very dense,GREY Boulder 2.5'diameter Unweathered Glacial Till ii Y SM o Becomes wet to saturated d Y 'a 3 N O 6] T.D.3.3-Free water encountered at 2.8'.Refusal on boulders and very dense E overconsolidated Till o 9 d 0 d 0 Y 4 0 m 0 0 v IJ 0 O 5 24 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Materials Testing and Consulting 777 Chrysler Dr. Log Of Test Pit TP - 5 Burlington,WA (Page 1 of 1) Keystone Residential Subdivision Date Started :2/19/13 Geotechnical Site Investigation Date Completed :2/19/13 Sampling Method :Test pit grab samples Anacortes,WA Location :Lot 7,36'NE from back of curb,centerline of driveway Project#13BO23 Logged By :A.Wiser iu LL >U � C t rn a DESCRIPTION a %Finer a U E Percent #200 p j (9 N Moisture Sieve 0 SILTY SAND with GRAVEL,moist,medium dense,GREY Imported Fill 1 SM 2 SILT with SAND and organics,DARK BROWN Topsoil with organics stripped OL d r v o v Y 'a 3 SAND with SILT to SILTY SAND with GRAVEL,wet,medium dense. 0 m SM Weathered Glacial Till EE T.D.3.5-No free water encountered.Evaluation of fill thickness.(2.0') m 0 m 0 Y 4 0 m 0 0 v IJ 0 0 5 25 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Materials Testing and Consulting 777 Chrysler Dr. Log Of Test Pit TP - 6 Burlington,WA (Page 1 of 1) Keystone Residential Subdivision Date Started :2/19/13 Geotechnical Site Investigation Date Completed :2/19/13 Sampling Method :Test pit grab samples Anacortes,WA Location :Lot 13,38'W,36'N of SE property corner Project#13BO23 Logged By :A.Wiser iu LL LL U >� C t U a DESCRIPTION a %Finer a U m E Percent #200 p j N Moisture Sieve 0 SILTY SAND with GRAVEL,moist,loose to medium dense,BROWN Native lot fill SM 1 SILT with SAND and organics,DARK BROWN 2 OL Topsoil mostly stripped organics SILTY SAND to SAND with SILT,moist to wet,medium dense. d Weathered Glacial Till 0 d Y 'a 3 N m SM Groundwater seep at 3.2'perched on underlying silt EE o v m 0 m 0 Y 4 o SILT with SAND,moist to wet,stiff,GREY m ML Unweathered Glacial Till 41.7 o 0 v ? T.D.4.5-Free water encountered at 3.2'.Refusal on very dense overconsolidated Glacial Till 0 0 5 26 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Materials Testing and Consulting 777 Chrysler Dr. Log Of Test Pit TP - 7 Burlington,WA (Page 1 of 1) Keystone Residential Subdivision Date Started :2/19/13 Geotechnical Site Investigation Date Completed :2/19/13 Sampling Method :Test pit grab samples Anacortes,WA Location :Lot 11,36'E,42'N of SW property corner Project#13BO23 Logged By :A.Wiser iu u_LL >U � C t rn a DESCRIPTION a /Finer a U E Percent #200 p Cl) (9 N Moisture Sieve 0 SILTY SAND with GRAVEL,moist,loose to medium dense,BROWN SM Native lot fill SILTY SAND,moist,loose,DARK BROWN Remnant Topsoil stripped organics 1 OL 2 SILTY SAND with GRAVEL,moist to wet,medium dense to dense RED-BROWN Weathered Glacial Till d v SM d Y 'a 3 N m N E 0 m SILTY SAND with GRAVEL,moist,dense,GREY 0 Y 4 Unweathered Glacial Till SM m' 0 0 v 9 T.D.4.5-No free water encountered.Refusal on very dense overconsolidated Glacial Till 0 0 5 27 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Appendix C. DCP RESULTS WILDCAT DYNANIIC CONE LOG Page 1 of 1 Materials Testing&Consulting,Inc. 777 Chrysler Drive PROJECT NUMBER: 13BO23 Burlington,WA 98233 DATE STARTED: 02-19-2013 DATE COMPLETED: 02-19-2013 HOLE#: 1 CREW: 0 SURFACE ELEVATION: PROJECT: Keystone Residential Subdivision WATER ON COMPLETION: ADDRESS: Pennsylvania Ct.Anacortes,Wa HAMMER WEIGHT: 351bs. LOCATION: TP-1 Lot 5,42'N,15'W of SE Property Corner CONE AREA: 10 sq.cm BLOWS 748.8 STANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm cm� 0 20 40 60 80 100 120 N' SAND&SILT CLAY 3 13.3 3 VERY LOOSE SOFT 6 26.6 7 LOOSE MEDIUM STIFF 1 ft 11 •• 13 MEDIUM DENSE STIFF 7 31.1 8 LOOSE MEDIUM STIFF 6 26.6 7 LOOSE MEDIUM STIFF 2 ft 14 62.2 ••• 17 MEDIUM DENSE VERY STIFF 14 62.2 ••• 17 MEDIUM DENSE VERY STIFF 9 40.0 11 MEDIUM DENSE STIFF 3 ft 10 44.4 •• 12 MEDIUM DENSE STIFF 1 m 9 40.0 11 MEDIUM DENSE STIFF 11 42.5 12 MEDIUM DENSE STIFF 4 ft 15 57.9 ••• 16 MEDIUM DENSE VERY STIFF 8 30.9 S LOOSE MEDIUM STIFF 9 34.7 9 LOOSE STIFF 5 ft 19 73.3 •••• 20 MEDIUM DENSE VERY STIFF 23 88.8 ......•• 25 MEDIUM DENSE VERY STIFF Eft 2m 7ft 8ft 9ft 3m loft lift 12 ft 4m 13ft WILDCAT.XLS 28 Keystone Residential Subdivision Materials Testing&Consulting, Inc. March 20,2013 Project No.: 13BO23 WILDCAT DYNAMIC CONE LOG Page I of I Materials Testing&Consulting,Inc. 777 Chrysler Drive PROJECT NUMBER: 13BO23 Burlington,WA 98233 DATE STARTED: 02-19-2013 DATE COMPLETED: 02-19-2013 HOLE A- 2 CREW: 0 SURFACE ELEVATION: PROJECT: Keystone Residential Subdivision WATER ON COMPLETION: ADDRESS: Pennsylvania Ct.Anacortes,Wa HAMMER WEIGHT: 35 lbs. LOCATION: Lot 13 CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm K cmI 0 20 40 60 80 100 120 N' SAND&SILT CLAY 8 35.5 10 LOOSE STIFF 21 93.2 ......•• - MEDIUM DENSE VERY STIFF 1 ft 23 102.1 ......••• - MEDIUM DENSE VERY STIFF 15 66.6 •••• 19 MEDIUM DENSE VERY STIFF 7 31.1 8 LOOSE MEDIUM STIFF 2 ft 5 22.2 6 LOOSE MEDIUM STIFF 6 26.6 7 LOOSE MEDIUM STIFF 6 26.6 7 LOOSE MEDIUM STIFF 3 ft 7 31.1 8 LOOSE MEDIUM STIFF 1 m 8 35.5 10 LOOSE STIFF 14 54.0 •• 15 MEDIUM DENSE STIFF 4 ft 17 65.6 ••• 18 MEDIUM DENSE VERY STIFF 31 119.7 ......•••• - DENSE HARD 24 92.6 ......•• MEDIUM DENSE VERY STIFF 5 ft 26 100.4 ......••• MEDIUM DENSE VERY STIFF 28 109.1 ......••• MEDIUM DENSE VERY STIFF 43 166.0 ............••• DENSE HARD 6 ft 50 193.0 ............••••• VERY DENSE HARD 2m 7ft 8ft 9ft 3m loft lift 12ft 4m 13ft WILDCATMS 29 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Appendix D. LABORATORY RESULTS Laboratory tests were conducted on several representative soil samples to better identify the soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual test pit logs. However, it is important to note that these test results may not accurately represent in situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. MTC cannot be responsible for the interpretation of these data by others. Soil samples for this project will be retained for a period of 3 months following completion of this report, unless we are otherwise directed in writing. SOIL CLASSIFICATION Soil samples were visually examined in the field by our representative at the time they were obtained. They were subsequently packaged and returned to our laboratory where they were reexamined and the original description checked and verified or modified. With the help of information obtained from supplemental classification tests, presented below, the samples were described in general accordance with ASTM Standard D2487. The resulting descriptions are provided at the appropriate locations on the individual exploration logs, located in Appendix B. GRAIN-SIZE DISTRIBUTION Grain-size distribution analyses were conducted in general accordance with ASTM Standard C136 on representative soil samples to determine the grain-size distribution of the on-site soil. The information gained from these analyses allows us to provide a description and classification of the in-place materials. In turn, this information helps us to understand engineering properties of the soil and thus how the in- place materials will react to conditions such as heavy seepage, traffic action, loading, potential liquefaction, and so forth. The results are presented in this Appendix. ORGANIC CONTENT OF SOILS Organic content of soils analysis was conducted in general accordance with ASTM Standard D-2974 on one sample of the remnant topsoil unit. The information gained from this analysis allows us to determine the amount of organics in the soil and the compressibility of the unit. The results are presented in this Appendix. 30 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Sieve Report Project:Keystone Development Date Received: 19-Feb-13 ASTM D-2487 Unified Soils Classification System Project#: 13BO23 Sampled By:A Wiser SM,Silty Sand with Gravel Client:Frank Lewis Date Tested: 19-Feb-13 Sample Color: Source:TP 1 @ 1.0 Tested By:T Baggerman Brown Sam le#:B13-077 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D(5)=0.014 mm %Gravel=29.2% Coeff.of Curvature,Cc=0.30 Specifications Dtlp1=0.028 mm %Sand=44.3% Coeff.of Uniformity,Cu=56.91 No Specs Dt3o1=0.116 mm %Silt&Clay=26.5% Fineness Modulus=3.20 D(5o)=0.510 mm Fracture%=n/a Liquid Limit=n/a Dt6o1=1.609 mm Moisture%,as sampled=10.3% Plastic Limit=n/a D(9s)=23.029 mm Sand Equivalent--n/a Plasticity Index=n/a ASTM C-136,ASTM D-6913 Actual Interpolated Cumulative Cumulative Grain Size Distribution Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min " ' -i E a 1W CH O 100% ice,..�-,•••<•t•�.�,�. f� 100.0% 12.00" 300.00 100% 100.0% 0.0% �I� �• � 10.001, 250.00 100% 100.0% 0.0 8.00" 200.00 100% 100.0% 0.0% 90% 90.0% 6.00" 150.00 100% 100.0% 0.0% '• I I I 4.00" 100.00 100% 100.0% 0.0 • 3.00" 75.00 100% 100.0% 0.0% 80% 80.0%`•I`.� 2.50" 63.00 100% 100.0% 0.0% 2.00" 50.00 100% 100.0% 0.0% 70% • 70.0% 1.75" 45.00 100% 100.0% 0.0% 1.50" 37.50 100% 100% 100.0% 0.0% 1.25" 31.50 97% 100.0% 0.0% 60% 60.0% 1.00" 25.00 93% 93% 100.0% 0.0 3/4" 19.00 84% 84% 100.0% 0.0% 0 50� 50.0 5/8" 16.00 82% 100.0% 0.0% a ` a. 1/2" 12.50 80% 80% 100.0% 0.0% e • e 3/8" 9.50 77% 77% 100.0% 0.0% 40% �-I �'•`�-F 40.0% 1/4" 6.30 73% 100.0% 0.0% #4 4.75 71% 71% 100.0% 0.0% #8 2.36 65% 100.0% 0.0% 30% `III 30.0% #10 2.00 64% 64% 100.0% 0.0% #16 1.18 56% 100.0% 0.0% 20% 20.0% #20 0.850 53% 100.0% 0.0% III 430 0.600 51% 100.0% 0.0% 440 0.425 49% 49% 100.0% 0.0% 10/o 100% 00/ #50 0.300 44% 100.0% 0.0% #60 0.250 41% 41% 100.0% 0.0% #80 0.180 35% 100.0% 0.0% 0% LO.o% #100 0.150 33% 100.0% 0.0% 1000.00 100.00 10.00 1.00 0.10 0.01 #140 0.106 29% 100.0% 0.0% Particle Size(mm) #170 0.090 28% 100.0% 0.0% #200 0.075 26.5% 26.5% 100.0% 0.0% + sievesi=ea -+-Max specs -Min Specs -.-Si-a-I. Copyright Spears E"gi"eeri"g&-h"irzl Services PS,19%-98 All r-1.apP1,-J,.-.1 lasso-end materials mated.Asa-.1p--ion[oclic"ts,thcp"bh-do"rsclvca,all rcportsarc submitwdesthc confidential property of clients,sad aothoriza-for,bliea-of s[etc-,conclusions or extracts from or regarding our reports is reserved pending our wrtlen'Pr"vA Comments: Reviewed by: 31 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Sieve Report Project:Keystone Development Date Received: 19-Feb-13 ASTM D-2487 Unified Soils Classification System Project#: 13BO23 Sampled By:A Wiser SM,Silty Sand Client:Frank Lewis Date Tested: 19-Feb-13 Sample Color: Source:TP 6 @ 4.5 Tested By:T Baggerman Brown Sam le#:B13-078 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D(5)=0.009 mm %Gravel=0.7% Coeff.of Curvature,Cc=1.25 Specifications D11p1=0.018 mm %Sand=57.7% Coeff.of Uniformity,Cu=7.21 No Specs D13o1=0.054 mm %Silt&Clay=41.7% Fineness Modulus=0.51 D(5o)=0.100 ram Fracture%=n/a Liquid Limit=n/a D16o1=0.130 ram Moisture%,as sampled=18.6% Plastic Limit=n/a D19s1=0.306 ram Sand Equivalent--n/a Plasticity Index=n/a ASTM C-136,ASTM D-6913 Actual Interpolated Cumulative Cumulative Grain Size Distribution Sieve Size Percent Percent Specs Specs `s m $&oo US Metric PassingPassingMax Min 100% " -` a it K E.E.i.§11*"� 12.00" 300.00 100% 100.0% 0.0% t00/ �e•�-e:r�u��'��c� � �'� � 7 100.0% #t„ 10.001, 250.00 100% 100.0% 0.0% ` 8.00" 200.00 100% 100.0% 0.0% 90% 90.0% 6.00" 150.00 100% 100.0% 0.0% � 4.00" 100.00 100% 100.0% 0.0% 80% 80 0/ 3.00" 75.00 100% 100.0% 0.0% . 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.0% 0.0% 70% 1 70.0% 1.75" 45.00 100% 100.0% 0.0% 1.50" 37.50 100% 100.0% 0.0% 1.25" 31.50 100% 100.0% 0.0% 60% 160.0% 1.00" 25.00 100% 100.0% 0.0% 3/4" 19.00 100% 100.0% 0.0% 0 50% 50.0% w 5/8" 16.00 100% 100.0% 0.0% a ,� a. 1/2" 12.50 100% 100% 100.0% 0.0% a II♦ e 3/8" 9.50 99% 99% 100.0% 0.0% 40% III �-Ff 40.0% 1/4" 6.30 99% 100.0% 0.0% #4 4.75 99% 99% 100.0% 0.0% #8 2.36 99% 100.0% 0.0% 30% 30.0% #10 2.00 99% 99% 100.0% 0.0% #16 1.18 98% 100.0% 0.0% 20% 20.0% #20 0.850 98% 98% 100.0% 0.0% 430 0.600 97% 100.0% 0.0% 440 0.425 96% 96% 100.0% 0.0% 10% � 100% 00/ #50 0.300 90% 100.0% 0.0% #60 0.250 87% 87% 100.0% 0.0% #80 0.180 73% 100.0% 0.0% 0% LO.o% #100 0.150 67% 67% 100.0% 0.0% 1000.00 100.00 10.00 1.00 0.10 0.01 #140 0.106 52% 100.0% 0.0% Particle Size(mm) #170 0.090 47% 100.0% 0.0% #200 0.075 41.7% 41.7% 100.0% 0.0% + Sieve sizes -+-Max specs -Mm sped: -.-Si-a-I. Copyright Spears E"gi"e mg&-h"iral Services PS,1996-98 All r-1.apP1,-J,maewsl leeati-end materials mated.Asa-.1 prometiontoclic"ts,thcp"bh-do"raclvcs,all rcportsarc submitwdesthc confidential property of Clients,ead aothoriza-for publication of smtc-,conclueiona or extracts from or regarding our reports is reserved pending our wrtlen'Pr"vA Comments: Reviewed by: 32 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13BO23 Organic Content - ASTM D-2974, AASHTO T-267 Sample ID Location Tare Soil +Tare, Pre-Ignition Soil +Tare, Post Ignition % Organics B13-079 TP 5 @ 2.5 2336.4 3128.5 3079.9 6.1% Reviewed by: 33 Keystone Residential Subdivision Materials Testing&Consulting,Inc. March 20,2013 Project No.: 13B023 Appendix E. FOOTING DRAINAGE Foundation Backfill, Impervious Upper 1' Floor Slab 5% Foundation Wall Filter Fabric :ti fti .ti Drain Rock 4"Diameter Perforated Ap Footing Drain Pipe Graded to Drain by Gravity Materials Testing& Consulting,Inc. Footing Design Detail FIGURE 2126 E. Bakerview Road Keystone Residential Subdivision Bellingham,WA 98226 Anacortes, WA Joist and Truss La yout Ground Floor 1. Framing placement and all dimensions to be verified by Customer. Lee end LVULSL Flush 2. PARTITION WALL BLOCKING USED AT 24"OC WHEN WALL EXCEEDS 40%OF SPAN. Ext 2x6 LB Label Description Width Depth Qty Plies PCs Length F9 AT WOOD BEAM F2 END SUPPORT F7 INTERMEDIATE SUPPORT 3. TOP AND BOTTOM FLANGES MUST BE LATERALLY RESTRAINED AT ALL SUPPORTS „ G3 2.0E NC-LAM LVL 1.75 9.5 1 12-0-0 4. THIS PLACEMENT PLAN IS OUR INTERPRETATION OF THE MATERIAL NEEDED BASED ON THE INFORMATION PROVIDED. Ext 6 Conc *---' be earing LVL beam Rim Board. directly 5. PLEASE NOTE THAT THIS PLAN HAS NOT BEEN REVIEWED BY AN ARCHITECT OR ENGINEER AND IS PROVID ED"AS IS"ALSO PRIOR TO G2 2.0E NC-LAM LVL 1.75 9.5 1 7-0-0 y Q G1 2.0E NC-LAM LVL 1.75 9.5 1 4-0-0 To or face- One nail perupport 6. PLEASE REVIEW THE MANUFACTURER'S HANDLING AND INSTALLATION RECOMMENDATIONS. Ext v„Conc p flange.Toe-nail mounted hanger to top plate at 7. NAIL BLOCKING OR RIM JOIST TO BEARING WITH 1 OD NAILS AT MAX.6"O.C. Joist Flush installed per _---- 6"o.c. Install I n t 2x4 LB Label Description Width Depth Qty Plies PCs Length manufacturer's as joists are set. 8. 1-1/2"MINIMUM BEARING REQUIRED AT JOIST ENDS. 3-1/2"MINIMUM BEARING REQUIRED AT INTERMEDIATE SUPPORT. 1-3/4" MINIMUM ' recommendations. V J6 NCI-47 2.313 9.5 6 48-0-0 9. ADJUST JOIST TO AVOID PLUMBING ACCORDING TO USERS G UIDE �_ I nt 2x6 LB J5 NCI-47 2.313 9.5 7 46-0-0 10. ALL FLOOR AND ROOF FRAMING MUST BE REVIEWED AND APPROVED BYARCHITECT OR ENGINEER OF RECORD PRIOR TO J4 NCI-47 2.313 9.5 2 40-0-0 I CONSTRUCTION I nt 2x6 N LB J3 NCI-47 2.313 9.5 9 28-0-0 J2 NCI-47 2.313 9.5 8 20-0-0 PW 1 .5E LVL 1 .25 X 9.5 •� J7 NCI-47 2.313 9.5 1 16-0-0 Blocking Nail to topp J 1 NCI-47 2.313 9.5 5 8-0-0 at 6"o.c.Install NCI7 9.5 Rim Board as joists are set 2.0E NC-LAM LVL 1 .75 X 9.5 �_ Label Description Width Depth Qty Plies PCs Length C R1 PW 1.5E LVL 1.25 X 1.25 9.5 12 20-0-0 11 1 3.5 X 3.5 (Dropped) 9.5 i;Blocking I 3.5 X 7.5 (Dropped) m Label IDescription I Width I Depth I Qty I Plies I PCs Length y BIk1 NCI-47 1 2.313 1 9.5 1 LinFt I I Varies 1 113-0-0 Hanger u Beam/Girder SM mber ported Ground Floor Scale 1/4 inch : 1 ft. V Label PCs Description Skew Slope fasteners fasteners H1 2 HUCQ1.81/9-SDS 8 SIDS 1/4x1 3/4 4 SIDS 1/4xl 3/4 i H2 2 LBV2.37/9.5 416d 610dx11/2 Beam B Others (Dropped Z Label Description Width Depth Qty Plies PCs Length 53'11" B 1 [4 x 4 D F] 3.5 3.5 3 3-0-0 132 [4 x 8 DF] 3.5 7.5 4 4-0-0 43'11" 10, Decking Start 19.2"oc Qty Description R1 58 Sheets 3/4" OSB North Cascade Building Materials 3001 Smith Avenue N Everett,WA 98201 as 425-258-2588 Layout Name Cascade Lbr-Inspire-Couch Description N R1 Sales Rep 60 Debbie Hehn 2 X J2 Builder's Project N Josh & Emily Couch BIk1 B2 1 ply n Ground Floor Design Method ASD(USA) Building Code IBC/IRC 2015 6 J3 @ 19.2" Floor 3 J3 @ 19.2" Loads Live 40 B2 1 ply B2 1 ply B2 1 ply B1 711 ply Dead 10 BIk1 BIk1 Deflection Joist LL Span L/ 480 in TL Span L/ 240 6 J2 @ 19.2" �° Deflection Flush Girder ff BIk1 n H2 LL Span L/ 480 TL Span L/ 240 CIJ Deflection Dropped Girder 2 X J4 LL Span L/ 480 >. N TL Span L/ 240 a Deflection Header iv ULL Span L/ 480 11 67" 33 1��Oj 3'2 TL Span L/ 240 50 - -- 7 J5 @ 19.2" Blkl Decking Decking osB Zo 6J6@19.2" WEB HOLE SPECIFICATIONS B1 1 ply BIk1 7 I R1 D { D (see table below) ( Minimum 2x diameter of largest hole (see table below) � R1 R1 Round holes up to 1%"in diameter maybe Z Duct Hole Rectangular Do not cut rectangular holes,or cli cut anywhere in the web.Provide at least 3"of (full height) Hole round holes larger than 1%2"in horizontal clearance from other holes. See table and diameter,in cantilevers notes on page 90. ROUND AND RKTANGULAR HOLES Minimum Distance'D'From Any Support to the Centerline of the Hole Round Hole Diameter 2" 3" 4" S" 6" 111 85/e" 10" 103/4" 12" 12s/4" 14-le III 5 J 1 19.2" Rectangular Hole Lonaest Side 1'/s" 2%a" 3" 3V4" CA" 45/a" 11 T/s" 8" 9" 9%:" 11" 12%:" 8 1'-1" 1'-8" 2'-2" 2'-9" T-3" 91le s cD Joist a 12 1'-8" 2'_6" 3'-3" 4'-1" C-11" N 16 2'-2" T-T' 1 4,-4„ 5,-5„ 1 6,-6„ B1 1 pl 8 1'-1" F-7" 2-1" 2-8" T- T-3"Z" 9'/z" s .. Joist a 12 1'-7" T-4" T-2" 3'-11" C-9" 4'-11" BIkl R1 a 16 2-1" T-2" 4,-3,, 5'-3" 6'-4" 6'-7" 8 1'-1" 1'-T' F-7" 2'4" 2,-5" 2,-7„ T-r 12 1'-1" 1'-9" 2'-5" 3'-0" 3'4" T_10" 5'-51, Joist s N 16 1'-5" 2'-4" 3'-2" 4'-1" C-11" Y-2" r-T' � N 20 1'-10" T-11" 4'4" 5'-1" 6'-2" 6'-5" T-0" as 12 F-l" ]'-T' V-5" T-0" T-8" 2'-10" 4'-3" Y-1" Y-6" a 14" 16 1'-l" 1'-2" 2'-9" 3'-6" 3'-9" 5'-r 6'-9" r-4" e Joist N 20 F-1" 1'-V T-5" T-5" 4'-5" 4'-8" 7'-1" 8'-5" T-3" R1 24 l'-l" 1'-8" 2'-10" 4'-1" Y-V T-7" 8'-6" 10'-2" W-1" N 1$ 12 1'-1" 1'-2" 1'-2" 1'-3" 1'-5" V-6" T-0" 3'-10" 4'-3" Y-1" 5'-6" L L L L L 16 1'-1" 1'-Z" 1'-2" 1'-3" 1'-10" T-1" 4'-0" 5'-1" 5'-9" 6'-9" T-V R1 16" a 20 1'_1" 1'-2" F-2" ]'-T' 2'-4" 2'-7" 5'4" 6,-5" r-2" 8'-V 9'-2" R 1 V till, Joist g 24 1'-1" 1'-2" ]'-T' Y4" 2'-9" T-1" 6'-r 7'-8" 8'-7" W-1" 11'4" dL 28 1'-1" 1'-2" 1--2" 1'-10" T-r 3'-7" 7'4" 8'-11" 10-0" I V-10" IT-10" 12 1'-1" 1'-Z 1'-2" 1'-3" 1'-3" 1'-3" 1,_r 2'-6" Z-I1" T-9" 4'-2" 5'-5" 10,11" 10'6" 127" 1-10 " 167' 110 /2" 16 1'-1" 1'-2" 1'-2" 1'--3" 1'--3" 1'-3" T-2" T-3" T-11" 5'--0" 5'-r' 7'_r Joist 20 V--1" 1'-2" V-2" 1`-3" 1'-3" 1'-3" 2-8" 4'-1" C-11" 6'-2" 7'-0" 9'-1" g, 24 1'-1" 1`-2" 1'-T' 1' 3" 1'-3" f'-V 3'-2" 4'-1I" 5'-10" 7'-5" 8-5" HY-I1" 28 1'-1" 1'-2" V-2" F_3" 1'-3" 1'-3" 3'-9" Y-9" 6'-10" 8'-8" T-9" 12_r 16 F-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-4" 1'-10" T-5" 3,-6„ 4,-1" 5,_9„ T-4„ 20" V 20 1'-1" 1'-2" F-2" F_r 1-3" 1'-3" 1'-4" 2'-3" T-1" 4'-4" 5'-1" T-2" 7-2" Joist 24 F-1" V_2" 1'-2" 1'-3" 1'-3" ]'-T' 1'-4" 2'-9" T-8" 5'-2" 6'-1" 8'-r 11'-r CL r+ 28 1 1'-1" 1'-2" 1'-2" 1'-3" F-3" 1'-3" 1'-4" T-Z" 4'-3" 6'-1" 7'-2" 10'-0" 17-10" 32 F-1„ 1,-Z" F_Y, 1-Y' 1-3„ 1,-T' F_5„ 3, 8„ 4'-11" 6'-11" 8'-2" 11'-5" 14'-8" 16 r_1" 1'-Z" 1'-2" 1'4" 1'-3" 1'-3" 2'-T' 3'-C T-9" 4'-5" 4'-10" 6'-0" T-1" 22" 20 1'-1" F-V 1'-2" 1'-3" F-5" r-7" T_2" C-2" 4'-8" 5'-7" 6-1" 7'-6" 8'-10" Joist a 24 1`-1" 1'-Z" 1'-2" 1'-3" 1'-8" r-it 3'-10" 5'-0" 5'-1" 6'-8" T-3" 8'-11" 10'-7" 28 l'-1" 1'-2" 1'-2" F_3" 1'-11" 2'-2" 4'-6" 5'-10" 6'-7" 7'-9" 8-r 10'-5" 12'-5" 32 1'-1" 1'-2" r-2" 1'-3" 2-3" 2'-6" 5'-2" 6'-8" 7'-6" 8'-11" 9-9" 11'-11" 14'-2" 16 1'-1" 1'-2" ]'-T' 1'-3" V-3" 1'-3" 1'-Ir 2'-7" T-0" T-8" 4'-0" Y-1" 6-2" B u i I d e r 24" c 20 1'-1" 1'-2' F-2" P-3" F-3" 1'-3" 2-3" T_2" T-8" 4'-6" 5'-0" 6'-4" 7'-8" Inspire Homes Joist a 24 P-1" V-2" 1'-2" 1'-3" 1`-3" 1'-3" 2-9" T-10" 4'-5" 5' 5" 6'-0" 7'-8" 9' 3" N 28 1'-1" 1'-2" 1'-Z" 1'-3" 1'-3" 1'-3" T-2" 4'-6" 5'-2 6'-4" r-0" r-i t 10`-9" IShipping 32 1'-1" 1'-2" t'-2" 1'-3" 1'-3 1'-3 3'-8" 5'-2" 5'-1 i" T-3" 8'-1" 10'-2" 12'-4" See General Notes on page90. 2014 Pennsylvania Ct. Anacortes, Wa. 91 Created June 08, 2022 Designer Mike Eaton Project Vers n 21.80.417 Powered by i5tructT"Dataset:22022301.1 This placement plan is to be used as an installation guide only.It is meant to be used in conjunction with the manufacturers installation guide,the architectural and structural drawings,and not to replace them. 54-00-00 3 1 D c o 44-00-00 10-00-00 a p ° l n START LAYOUT 24" O.C. o'h m HH m.9 0 p °o 1sZi Q o � o T�T N NO VJ W #r U mM O = 0 III 02(1 Q AO (5) AO (5) AO (5) Q Z Q w 3�i co uai Q N '�'^^ V) 1 D U7 O O CD U) VJ Q Z J o? o o W a or) o 9 o 2 � y N ao 00 Z w I } O U LU Q O O O < C6 W Z co / V V 02 Q cn N J � co � ~ o VNN) Y co o BP BP BP BP B BP I.L Ln N -0 0 It o Q ~ H S 6 0 B03 11 11 HUS 6(9) O N Q 8/12 8/12 W IN N 0 "r W o Do o W U W M 8/12 8/12 1-0 -00 0 a Q B01 Q Lo HUS26 (19) Q > GARAGE W > :3 2 m cn rn Z 11-00-00 10-06-00 12-06-00 20-00-00 O O Z CD C 54-00-00 ri U a co Z a o O ***ATTENTION**** , Z U H Z TRIANGLE SHAPE ♦= LEFT SIDE INDICATOR o W J TRIANGLE SHAPE ♦ = INDICADOR DE LADO IZQUIERDO DO NOT CUT DRILL NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM Builders FirstSource Truss m a < I < Truss Profiles o russ I russ I ype ty y 22-060083T 28S JOIST 42 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:24 2022 Page 1 ID:IHhxyzjbXOhfl 6gpV2m2NTyStsK-WxC?xah9cviW63Fv63mbuJOrOXhITyGUG26N1 is 7%T 0-0-0 1-10-7 2-0-0 1-10-7 2-( Scale=1:5.6 B1 2 >< 1 0-0-0 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) -0.00 2 >999 240 Plate Metal DOL TCDL 7.0 3 / BC 0.00 Vert(CT) -0.00 2 >999 180 36#/ Lumber DOL 0 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:5 lb FT=20 LUMBER- BRACING- BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=18/0-5-8 (min.0-1-8),1=18/0-5-8 (min.0-1-8) Max Grav2=36(LC 3),1=36(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension BOT CHORD 1-2=0/0 NOTES- 1)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)Attic room checked for U360 deflection. LOAD CASE(S) Standard Job I russ I russ Type Qty Ply 22-060083T A01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:25 2022 Page 1 ID:IHhxyzjbXOhfl 6gpV2m2NTyStsK-_7mN8winNDgNkDg6gmHqQXZ?Ox11 COHdUiswZez7flS 1-5-8 0-0-0 21-6-0 43-0-0 1-5-8 21-6-0 21-6-0 Scale=1:73.3 3x10= 5.00 12 19 20 21 22 18 17 23 1 24 3x10% 15 25 26 3x10 1314 27 11 12 28 NQT ° P C R 8r O.0 29 30 8 5 6 6 5 31 00 Z5 6 7 9S 0S 1S 2S 3 4 4S 39 2S 1S ° 9 376 2 iT'- � ' 6 7 8 8 7 ST�6 4 5 6 5 4 7 1 2 � 3 3 38 � HB1 p 1,1 J P P Pi 01 R9 51 0� J J u B I 7473 72 71 70 69 68 67 66 65 64 63 62 60 59 58 57 56 55 54 53 51 50 49 48 47 46 45 44 43 42 41 4039 3x10 61 52 3x10 11 3x10= 3x10= 0-0-0 43-0-0 43-0-0 Plate Offsets(X,Y)-- (12:0-5-0,Edgel,f20:0-5-0,Edgel,f28:0-5-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 39 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-R Weight:342 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:2x4 DF No.2 end verticals. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 WEBS 1 Row at midpt 19-57,18-58,17-59,21-56,22-55,23-54 OTHERS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 74=245/43-0-0 (min.0-6-1),39=9/43-0-0 (min.0-6-1),57=114/43-0-0 (min.0-6-1),58=111/43-0-0 (min.0-6-1), 59=112/43-0-0 (min.0-6-1),60=112/43-0-0 (min.0-6-1),62=112/43-0-0 (min.0-6-1),63=112/43-0-0 (min.0-6-1) ,64=112/43-0-0 (min.0-6-1),65=112/43-0-0 (min.0-6-1),66=112/43-0-0 (min.0-6-1),67=112/43-0-0 (min. 0-6-1),68=112/43-0-0 (min.0-6-1),69=112/43-0-0 (min.0-6-1),70=112/43-0-0 (min.0-6-1),71=1 10/43-0-0 (min.0-6-1),72=125/43-0-0 (min.0-6-1),73=41/43-0-0 (min.0-6-1),56=114/43-0-0 (min.0-6-1),55=111/43-0-0 (min.0-6-1),54=112/43-0-0 (min.0-6-1),53=112/43-0-0 (min.0-6-1),51=1 12/43-0-0 (min.0-6-1),50=112/43-0-0 (min.0-6-1),49=112/43-0-0 (min.0-6-1),48=112/43-0-0 (min.0-6-1),47=112/43-0-0 (min.0-6-1),46=112/43-0-0 (min.0-6-1),45=112/43-0-0 (min.0-6-1),44=112/43-0-0 (min.0-6-1),43=112/43-0-0 (min.0-6-1),42=111/43-0-0 (min.0-6-1),41=1 15/43-0-0 (min.0-6-1),40=100/43-0-0 (min.0-6-1) Max Horz 74=99(LC 14) Max Uplift74=-42(LC 11),39=15(LC 14),58=-24(LC 10),59=19(LC 10),60=-17(LC 10),62=17(LC 10),63=-17(LC 10), 64=-17(LC 10),65=17(LC 10),66=-17(LC 10),67=17(LC 10),68=-17(LC 10),69=17(LC 10),70=-16(LC 10), 71=-20(LC 10),72=6(LC 10),73=-131(LC 10),55=25(LC 11),54=-19(LC 11),53=17(LC 11),51=-17(LC 11), 50=-17(LC 11),49=17(LC 11),48=-17(LC 11),47=17(LC 11),46=-17(LC 11),45=17(LC 11),44=-17(LC 11), 43=-17(LC 11),42=19(LC 11),41=-8(LC 11),40=116(LC 11) Max Grav74=250(LC 19),39=123(LC 11),57=122(LC 20),58=114(LC 23),59=112(LC 23),60=112(LC 1),62=112(LC 23), 63=112(LC 23),64=112(LC 1),65=112(LC 23),66=112(LC 1),67=112(LC 23),68=112(LC 1),69=112(LC 23), 70=112(LC 1),71=110(LC 23),72=125(LC 1),73=66(LC 15),56=114(LC 1),55=114(LC 24),54=112(LC 24), 53=112(LC 1),51=112(LC 24),50=112(LC 24),49=112(LC 1),48=112(LC 1),47=112(LC 24),46=112(LC 1), 45=112(LC 24),44=112(LC 1),43=112(LC 24),42=111(LC 1),41=116(LC 24),40=100(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=122/50,3-4=-93/51,4-75=78/49,5-75=-76/53,5-6=65/57,6-7=-54/66,7-8=42/75,8-9=-36/84, 9-10=-46/93,10-11=55/106,11-12=-65/121,12-13=61/123,13-14=-75/141,14-15=85/158,15-16=-95/175, 16-17=-104/193,17-18=115/211,18-19=-127/232,19-20=114/207,20-21=-1 14/207,21-22=127/232,22-23=-115/211, 23-24=-104/193,24-25=95/175,25-26=-85/158,26-27=75/141,27-28=-61/123,28-29=65/121,29-30=-55/106, 30-31=-46/88,31-32=36/71,32-33=-26/53,33-34=29/40,34-76=-32/36,35-76=39/29,35-36=-52/33,36-37=67/30, 37-38=-97/32,2-74=223/78,38-39=-70/22 BOT CHORD 73-74=-36/72,72-73=36/72,71-72=-36/72,70-71=36/72,69-70=-36/72,68-69=36/72,67-68=-36/72,66-67=36/72, 65-66=-36/72,64-65=36/72,63-64=-36/72,62-63=36/72,61-62=-36/72,60-61=36/72,59-60=-36/72,58-59=36/72, 57-58=-36/72,56-57=36/72,55-56=-36/72,54-55=36/72,53-54=-36/72,52-53=36/72,51-52=-36/72,50-51=36/72, 49-50=-36/72,48-49=36/72,47-48=-36/72,46-47=36/72,45-46=-36/72,44-45=36/72,43-44=-36/72,42-43=36/72, 41-42=-36/72,40-41=36/72,39-40=-36/72 WEBS 19-57=-96/21,18-58=87/45,17-59=-85/37,16-60=85/34,15-62=-85/34,14-63=85/34,13-64=-85/34,11-65=85/34, 10-2 6=-85/34,9-67=85/34,8-68=-85/34,7-69=85/34,6-70=-86/34,5-71=84/36,4-72=-95/55,3-73=63/70,21-56=-87/21, Continued on page Job I russ I russ Type Qty Ply 22-060083T A01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:26 2022 Page 2 I D:IH hxyzjbXOhfl 6gpV2m2NTyStsK-SJKIMGj PBXyDMNO1 DTo3zk6A7LNGxrXmjMbT54z7flR NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)gable end zone and C-C Corner(3E)-1-5-8 to 2-10-2,Exterior(2N)2-10-2 to 17-2-6,Corner(3R)17-2-6 to 25-9-10,Exterior(2N)25-9-10 to 38-6-10,Corner(3E)38-6-10 to 42-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 74,15 lb uplift at joint 39,24 lb uplift at joint 58,19 lb uplift at joint 59,17 lb uplift at joint 60,17 lb uplift at joint 62,17 lb uplift at joint 63,17 lb uplift at joint 64,17 lb uplift at joint 65,17 lb uplift at joint 66,17 lb uplift at joint 67,17 lb uplift at joint 68,17 lb uplift at joint 69,16 lb uplift at joint 70,20 lb uplift at joint 71,6 lb uplift at joint 72,131 lb uplift at joint 73,25 lb uplift at joint 55,19 lb uplift at joint 54,17 lb uplift at joint 53,17 lb uplift at joint 51,17 lb uplift at joint 50,17 lb uplift at joint 49,17 lb uplift at joint 48,17 lb uplift at joint 47,17 lb uplift at joint 46,17 lb uplift at joint 45,17 lb uplift at joint 44,17 lb uplift at joint 43,19 lb uplift at joint 42,8 lb uplift at joint 41 and 116 lb uplift at joint 40. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job I russ I russ I ype ty y 22-060083T A02 DBL.FINK 15 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:27 2022 Page 1 ID:IHhxyzjbXOhfl6gpV2m2NTyStsK-wWu8Zbjl vg44zXzUnBJIWye8_IWPgBFwyOL1 eWz7fIO -1-5-8 0-0-0 6-5-14 13-11-15 21-6-0 29-0-1 36-6-2 43-0-0 1-5-8 6-5-14 7-6-1 7-6-1 7-6-1 7-6-1 6-5-14 Scale=1:72.7 5x6= 5.00 F12 7 2' 27 3x4 3x10%3x4 3x10 6 8 5 9 1.5x4\\ 1.5x4 5x6- 4 4 10 5x6 5x6- 3 2 3 1128 5x6 25 1 1 12 2 ' 104#Io 7x10 II 18 19 20 17 16 21 22 15 14 23 24 13 7x10 II 3x4= 4x8= 3x6= 3x4= 2030#/-125# 3x6= 4x8= 0-0-0 7-11-14 16-11-15 26-0-1 35-0-2 43-0-0 7-11-14 9-0-1 9-0-1 9-0-1 7-11-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.35 15-16 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.57 16-18 >900 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.18 12 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:235 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E'Except' TOP CHORD Structural wood sheathing directly applied. T2:2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 1800F 1.6E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2*Except* be installed during truss erection,in accordance with Stabilizer W4:2x4 DF 1800F 1.6E Installation guide. SLIDER Left 2x8 DF SS 5-6-0,Right 2x8 DF SS 5-6-0 REACTIONS. (lb/size) 2=1901/0-5-8 (min.0-3-5),12=1804/Mechanical Max Horz 2=-111(LC 11) Max Uplift2=-125(LC 10),12=104(LC 11) Max Grav2=2030(LC 2),12=1952(LC 2) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-8/0,2-25=3645/183,3-25=-3532/191,3-4=3530/206,4-5=-3485/214,5-6=3365/228,6-26=-2954/249, 7-26=-2870/262,7-27=2871/264,8-27=-2955/250,8-9=3375/240,9-10=-3510/226,10-11=3541/218,11-28=-3541/207, 12-28=-3659/201 BOT CHORD 2-18=-227/3172,18-19=145/2894,19-20=-145/2894,17-20=145/2894,16-17=-145/2894,16-21=34/2215, 21-22=-34/2215,15-22=34/2215,14-15=-103/2897,14-23=103/2897,23-24=-103/2897,13-24=103/2897, 12-13=-136/3184 WEBS 4-18=-154/141,6-18=43/467,6-16=-688/193,7-16=97/1059,7-15=-98/1062,8-15=692/194,8-13=-46/476, 10-1 3=-1 62/139 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-5-8 to 2-10-2,Interior(1)2-10-2 to 17-2-6,Exterior(2R)17-2-6 to 25-9-10,Interior(1) 25-9-10 to 38-8-6,Exterior(2E)38-8-6 to 43-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 2 and 104 lb uplift at joint 12. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job I russ I russ I ype ty y 22-060083T A03 DBL.FINK 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:28 2022 Page 1 I D:I HhxyzjbXOhf 16gpV2m2NTyStsK-OiSW nxkgg8CxbgYgLurX29BMZ9tdPe 13Ag4aAzz7fl P -1-5-80-0-0 6-5-14 13-11-15 21-6-0 29-0-1 36-6-2 43-0-044-5-8 1-5-8 6-5-14 7-6-1 7-6-1 7-6-1 7-6-1 6-5-14 1-55-8 Scale=1:78.0 5x6= 5.00 F12 7 3x4 2 29 3x4 3x10 3x10 6 8 5 9 1.5x4\\ 3x6 5x6% 4 4 W2 10 3x6 II 5x6- 3 11 27 2 3 30 1 1 1 n 1 2 12 C; o I6=o 7x10 II 20 21 22 19 18 23 24 17 1625 26 15 14 31 13 O 3x4= 4x8= 3x4= 3x6= 5x10= 3x6 II 1809#/-125# 3x6— 4x8— 2242#/-125# 0-0-0 7-11-14 16-11-15 26-0-1 35-0-2 43-0-0 7-11-14 9-0-1 9-0-1 9-0-1 7-11-14 Plate Offsets(X,Y)-- (12:0-3-0,0-1-61,(14:0-2-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.28 18-20 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.75 Vert(CT) -0.46 18-20 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.11 14 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:233 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E"Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except T2:2x4 DF No.2 end verticals. BOT CHORD 2x4 DF 1800F 1.6E"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 134:2x4 DF No.2 6-0-0 oc bracing:12-14. WEBS 2x4 DF No.2*Except* WEBS 1 Row at midpt 8-15 W4:2x4 DF 1800F 1.6E,W6:2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 DF SS 5-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1694/0-5-8 (min.0-3-0),14=2092/0-5-8 (min.0-3-11) Max Horz2=-110(LC 15) Max Uplift2=-125(LC 10),14=125(LC 11) Max Grav2=1809(LC 2),14=2242(LC 2) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-8/0,2-27=3173/182,3-27=-3066/182,3-4=3066/200,4-5=-3034/206,5-6=2899/219,6-28=-2431/184, 7-28=-2348/198,7-29=2072/166,8-29=-2154/152,8-9=1333/112,9-1 0=-1 468/99,10-11=240/525,11-30=-232/480, 12-30=-246/402,11-14=170/64 BOT CHORD 2-20=-227/2761,20-21=145/2421,21-22=-145/2421,19-22=145/2421,18-19=-145/2421,18-23=24/1724, 23-24=-24/1724,17-24=24/1724,16-17=-22/1914,16-25=22/1914,25-26=-22/1914,15-26=22/1914,14-15=-10/849, 14-31=-366/238,13-31=365/239,12-13=-365/240 WEBS 4-20=-178/126,6-20=43/509,6-18=-699/193,7-18=98/1072,7-17=-65/533,8-17=222/183,8-15=-922/172, 10-15=-56/1060,10-14=2336/236 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-5-8 to 2-10-2,Interior(1)2-10-2 to 17-2-6,Exterior(2R)17-2-6 to 25-9-10,Interior(1) 25-9-10 to 39-7-14,Exterior(2E)39-7-14 to 43-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 2 and 125 lb uplift at joint 14. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job I russ I russ I ype ty y 22-060083T A04 DBL.FINK 5 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:29 2022 Page 1 I D:I HhxyzjbXOhf 16gpV2m2NTyStsK-su?u_HI I RSKoDg7tvcMmbNkXMYDt84ODPKg7iPz7flO -1-5-80-0-0 6-5-14 13-11-15 21-6-0 29-0-1 36-6-2 43-0-044-5-8 1-5-8 6-5-14 7-6-1 7-6-1 7-6-1 7-6-1 6-5-14 1-5-8 Scale=1:79.0 5x6= 5.00 F12 7 3x4 27 28 3x4 3x10% 3x10 6 8 5 9 1.5x4\\ 3x6 a. 5x6% q 4 W2 10 3x6 II 5x6% 3 11 �ryy]i 26 2 3 29 1 1 1 1 �^1 2 12 N N n v'o 7x10 II 19 20 21 18 17 22 23 16 1524 25 14 13 30 31 3x6= o 3x4= 4x8= 3x4= 4x5= 5x10= 1804#/-125# 3x6— 4x8— 2283#/-129# 0-0-0 7-11-14 16-11-15 26-0-1 35-0-2 43-0-0 7-11-14 9-0-1 9-0-1 9-0-1 7-11-14 Plate Offsets(X,Y)-- (13:0-2-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.28 17-19 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.75 Vert(CT) -0.46 17-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:233 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E"Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except T2:2x4 DF No.2 end verticals. BOT CHORD 2x4 DF 1800F 1.6E"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 134:2x4 DF No.2 6-0-0 oc bracing:12-13. WEBS 2x4 DF No.2*Except* WEBS 1 Row at midpt 8-14 W4:2x4 DF 1800F 1.6E,W6:2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 DF SS 5-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1688/0-5-8 (min.0-3-0),13=2139/0-5-8 (min.0-3-12) Max Horz2=-110(LC 15) Max Uplift2=-125(LC 10),13=129(LC 11) Max Grav2=1804(LC 2),13=2283(LC 2) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-8/0,2-26=3163/182,3-26=-3055/182,3-4=3056/200,4-5=-3023/207,5-6=2888/220,6-27=-2420/177, 7-27=-2336/198,7-28=2054/154,8-28=-2136/140,8-9=1286/106,9-10=-1421/93,10-11=292/614,11-29=-273/553, 12-29=-288/471,11-13=182/60 BOT CHORD 2-19=-227/2751,19-20=146/2410,20-21=-146/2410,18-21=146/2410,17-18=-146/2410,17-22=24/1713, 22-23=-24/1713,16-23=24/1713,15-16=-23/1892,15-24=23/1892,24-25=-23/1892,14-25=23/1892,13-14=-12/795, 13-30=-435/279,30-31=434/279,12-31=-434/280 WEBS 4-19=-179/126,6-19=43/509,6-17=-700/193,7-17=98/1073,7-16=-63/520,8-16=207/189,8-14=-953/193, 10-14=-72/1086,10-13=2369/260 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-5-8 to 2-10-2,Interior(1)2-10-2 to 17-2-6,Exterior(2R)17-2-6 to 25-9-10,Interior(1) 25-9-10 to 40-1-14,Exterior(2E)40-1-14 to 44-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 2 and 129 lb uplift at joint 13. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job I russ I russ I ype ty y 22-060083T A05 DBL.FINK 5 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:30 2022 Pagge 1 I D:I HhxyzjbXOhf 16gpV2m2NTyStsK-KSZGComwClSfq_i3SJt?7aGijya2tUUMe_Zh Erz7flN -1-5-8 0-0-0 6-5-14 13-11-15 21-6-0 29-0-1 36-6-2 43-0-0 1-5-8 6-5-14 7-6-1 7-6-1 7-6-1 7-6-1 6-5-14 Scale=1:72.8 5x6= 5.00 F12 7 26 27 3x6 3x10�3x6% 3x10 6 8 5 9 W 1.5x4\\ 1.5x4 5x6% 4 W 10 5x6 5x6- 3 3 1128 5x6 25 1 1 12 1 2 m -101# Io Sx10 II 18 19 20 17 16 21 22 15 14 23 24 13 5x10 II 3x6= 4x8= 4x5= 3x6= 224#/-120# 2445#/-135# 4x5— 4x8— 0-0-0 7-11-14 16-11-15 26-0-1 35-0-2 43-0-0 7-11-14 9-0-1 9-0-1 9-0-1 7-11-14 Plate Offsets(X,Y)-- (2:0-3-4,0-0-11,(12:0-8-5,0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.24 13-15 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.39 13-15 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:235 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E*Except* TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. T2:2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF 1800F 1.6E 6-0-0 oc bracing:2-18. WEBS 2x4 DF No.2*Except* WEBS 1 Row at midpt 6-18,7-16 W4:2x4 DF 1800F 1.6E MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 DF SS 5-6-0,Right 2x8 DF SS 5-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=89/0-5-8 (min.0-1-8),18=2226/0-5-8 (min.0-4-0),12=1391/Mechanical Max Herz 2=-111(LC 11) Max Uplift2=-120(LC 24),18=135(LC 10),12=-101(LC 11) Max Grav2=224(LC 23),18=2445(LC 2),12=1498(LC 2) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-8/0,2-25=60/599,3-25=-47/604,3-4=32/670,4-5=-35/758,5-6=13/835,6-26=-1308/162,7-26=1226/176, 7-27=-1800/208,8-27=1883/194,8-9=-2418/216,9-10=2553/203,10-11=-2587/196,11-28=2584/185,12-28=-2691/178 BOT CHORD 2-18=-521/126,18-19=34/880,19-20=-34/880,17-20=34/880,16-17=-34/880,16-21=0/1206,21-22=0/1206, 15-22=0/1206,14-15=52/1927,14-23=-52/1927,23-24=52/1927,13-24=-52/1927,12-13=114/2339 WEBS 4-18=-494/150,6-18=2340/161,6-16=0/674,7-16=331/59,7-15=-99/1096,8-15=718/194,8-13=-47/569, 10-13=-218/129 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-5-8 to 2-10-2,Interior(1)2-10-2 to 17-2-6,Exterior(2R)17-2-6 to 25-9-10,Interior(1) 25-9-10 to 38-8-6,Exterior(2E)38-8-6 to 43-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 lb uplift at joint 2,135 Ile uplift at joint 18 and 101 lb uplift at joint 12. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job I russ I russ Type Qty Ply 22-060083T A07 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:31 2022 Pagge 1 I D:I HhxyzjbXOhf 16gpV2m2NTyStsK-pH7ePzmYz3aWS8H F01 OEgop?XM3Kc6UWteJ En Hz7flM -1-5-8 0-0-0 21-6-0 43-0-0 1-5-8 21-6-0 21-6-0 Scale=1:74.6 3x10= 5.00 F12 17 18 19 20 16 15 21 , 22 3x10 ,3 23 24 3x10 1112 25 3x4 9 10 26 3x10 4x12 N QT N, C R 8 ' Q C. 27 3x10 II 284 5 6 6 5 4 d. 6 29 3x10 II7 5 S 1S 2S 3 S 3S 2S 1 1 75 4p�b $T 44 2 8 g S 0 S 0 9 8 t 8 ST2�4 5 S 7 1 2 2 3 4 S 9S 0 36 ID I6 NFMK Aim 70 69 68 67 66 65 64 63 62 61 60 58 57 56 55 54 53 52 51 49 48 47 46 45 44 43 42 41 40 39 3837 3x6 11 3x4- 59 50 3x10 11 453#/-32# 439#/-88#/- ZB##/11T3U#/ltt$ik/a117d#31 #/a1f/d#/111�#/-9 #/0#2#10##/ 11/ltT$ik/ /ittldN/91f/dN/1117�f/41f1�k/91f/dN/1117�f/41f1�k/1117�f/a1f�f/-19##Yt # 0-0-0 43-0-0 43-0-0 Plate Offsets(X,Y)-- (10:0-5-0,Edgel,f18:0-5-0,Edgel,f26:0-5-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.01 68 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 68 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 37 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:356 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T1,T4:2x4 DF 1800F 1.6E end verticals. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF No.2 10-0-0 oc bracing:69-70,68-69,67-68,66-67,65-66. OTHERS 2x4 DF No.2 WEBS 1 Row at midpt 17-55,16-56,15-57,19-54,20-53,21-52 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 70=453/0-5-8 (min.0-1-8),37=-55/34-10-0 (min.0-5-5),55=132/34-10-0 (min.0-5-5),56=110/34-10-0 (min. 0-5-5),57=112/34-10-0 (min.0-5-5),58=112/34-10-0 (min.0-5-5),60=112/34-10-0 (min.0-5-5),61=112/34-10-0 (min.0-5-5),62=111/34-10-0 (min.0-5-5),63=117/34-10-0 (min.0-5-5),64=88/34-10-0 (min.0-5-5), 65=439/34-10-0 (min.0-5-5),65=439/34-10-0 (min.0-5-5),54=132/34-10-0 (min.0-5-5),53=110/34-10-0 (min. 0-5-5),52=112/34-10-0 (min.0-5-5),51=112/34-10-0 (min.0-5-5),49=112/34-10-0 (min.0-5-5),48=112/34-10-0 (min.0-5-5),47=112/34-10-0 (min.0-5-5),46=112/34-10-0 (min.0-5-5),45=112/34-10-0 (min.0-5-5), 44=112/34-10-0 (min.0-5-5),43=112/34-10-0 (min.0-5-5),42=112/34-10-0 (min.0-5-5),41=112/34-10-0 (min. 0-5-5),40=112/34-10-0 (min.0-5-5),39=110/34-10-0 (min.0-5-5),38=153/34-10-0 (min.0-5-5) Max Herz 65=99(LC 10) Max Uplift70=-32(LC 6),37=68(LC 23),56=-24(LC 10),57=19(LC 10),58=-17(LC 10),60=17(LC 10),61=-17(LC 10), 62=-18(LC 10),63=13(LC 10),64=-38(LC 10),65=53(LC 10),53=-25(LC 11),52=19(LC 11),51=-17(LC 11), 49=-17(LC 11),48=17(LC 11),47=-17(LC 11),46=17(LC 11),45=-17(LC 11),44=17(LC 11),43=-17(LC 11), 42=-17(LC 11),41=17(LC 11),40=-19(LC 11),39=8(LC 11),38=-120(LC 11) Max Grav70=453(LC 1),37=128(LC 11),55=135(LC 20),56=112(LC 23),57=112(LC 23),58=112(LC 1),60=112(LC 23), 61=112(LC 1),62=111(LC 23),63=117(LC 1),64=88(LC 23),65=439(LC 1),65=439(LC 1),54=132(LC 1), 53=114(LC 24),52=112(LC 24),51=112(LC 1),49=112(LC 24),48=112(LC 24),47=112(LC 1),46=112(LC 1), 45=112(LC 24),44=112(LC 1),43=112(LC 24),42=112(LC 1),41=112(LC 24),40=112(LC 1),39=114(LC 24), 38=153(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=295/52,3-74=-257/62,4-74=232/64,4-5=-225/75,5-6=188/85,6-7=-33/94,7-8=26/96,8-9=-36/101, 9-10=-46/115,10-11=42/118,11-12=-55/135,12-13=65/152,13-14=-75/170,14-15=85/187,15-16=-95/206, 16-17=-107/227,17-18=98/202,18-19=-98/202,19-20=107/227,20-21=-95/206,21-22=85/187,22-23=-75/170, 23-24=-65/152,24-25=55/135,25-26=-42/118,26-27=46/115,27-28=-36/100,28-29=26/83,29-30=-16/75,30-31=8/72, 31-32=-23/68,32-75=35/65,33-75=-39/52,33-34=55/62,34-35=-70/61,35-36=100/65,2-70=-391/152,36-37=73/41 BOT CHORD 69-70=-3/214,68-69=3/214,67-68=-3/214,66-67=3/214,65-66=-3/214,64-65=55/78,63-64=-55/78,62-63=55/78, 61-62=-55/78,60-61=55/78,59-60=-55/78,58-59=55/78,57-58=-55/78,56-57=55/78,55-56=-55/78,54-55=55/78, 53-54=-55/78,52-53=55/78,51-52=-55/78,50-51=55/78,49-50=-55/78,48-49=55/78,47-48=-55/78,46-47=55/78, 45-46=-55/78,44-45=55/78,43-44=-55/78,42-43=55/78,41-42=-55/78,40-41=55/78,39-40=-55/78,38-39=55/78, 37-38=-55/78 WEBS 17-55=-108/12,16-56=85/45,15-57=-85/37,14-58=85/34,13-60=-85/34,12-61=85/34,11-62=-85/34,9-63=87/34, 8-64=-74/38,7-65=95/24,6-66=0/115,5-67=0/33,4-68=0/39,3-69=5/46,19-54=-105/12,20-53=87/45,21-52=-85/37, 22-51=-85/34,23-49=85/34,24-48=-85/34,25-47=85/34,27-46=-85/34,28-45=85/34,29-44=-85/34,30-43=85/34, Continued on page 22=-85/33,32-41= = =85/39,33-40=-85/54,34-39 88/53,35-38=-97/89,6-65 394/109 Job I russ I russ Type Qty Ply 22-060083T A07 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:32 2022 Page 2 ID:IHhxyzjbXOhfl 6gpV2m2NTyStsK-HThl cJnAkNiN4lsSakvTD?MAHmPZLZkf5l2oJkz7fIL NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)gable end zone and C-C Corner(3E)-1-5-8 to 2-10-2,Exterior(2N)2-10-2 to 17-2-6,Corner(3R)17-2-6 to 25-9-10,Exterior(2N)25-9-10 to 38-6-10,Corner(3E)38-6-10 to 42-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift at joint 70,68 lb uplift at joint 37,24 lb uplift at joint 56,19 lb uplift at joint 57,17 lb uplift at joint 58,17 lb uplift at joint 60,17 lb uplift at joint 61,18 lb uplift at joint 62,13 lb uplift at joint 63,38 lb uplift at joint 64,53 lb uplift at joint 65,25 lb uplift at joint 53,19 lb uplift at joint 52,17 lb uplift at joint 51,17 lb uplift at joint 49,17 lb uplift at joint 48,17 lb uplift at joint 47,17 lb uplift at joint 46,17 lb uplift at joint 45,17 lb uplift at joint 44,17 lb uplift at joint 43,17 lb uplift at joint 42,17 lb uplift at joint 41,19 lb uplift at joint 40,8 lb uplift at joint 39 and 120 lb uplift at joint 38. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o russ russ Type ty y 22-060083T B01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:33 2022 Page 1 I D:IH hxyzjbXOhfl 6gpV2m2NTyStsK-IgFPgfooVggEhSRe7SOil Du N IAm?40FoKyoLrAz7fIK -1-5-8 0-0-0 10-0-0 20-0-0 21-5-8 1-5-8 10-0-0 10-0-0 1-5-8 3x6= Scale=1:46.6 10 11 9 6 12 8.00 F12 7 13 6 14 15 NO P HC R 4 '70. 4 T 3 T3 16 T T T 17 3x4, 3 T T 3x4 11 2 T T 18 1Rj 1910 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 11 3x4 11 0-0-0 20-0-0 20-0-0 Plate Offsets(X,Y)-- (10:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 19 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.02 19 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 20 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-R Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 35=194/20-0-0 (min.0-3-1),20=194/20-0-0 (min.0-3-1),28=129/20-0-0 (min.0-3-1),29=109/20-0-0 (min.0-3-1) ,30=112/20-0-0 (min.0-3-1),31=1 12/20-0-0 (min.0-3-1),32=110/20-0-0 (min.0-3-1),33=126/20-0-0 (min. 0-3-1),34=39/20-0-0 (min.0-3-1),27=129/20-0-0 (min.0-3-1),26=109/20-0-0 (min.0-3-1),25=112/20-0-0 (min. 0-3-1),24=112/20-0-0 (min.0-3-1),23=110/20-0-0 (min.0-3-1),22=126/20-0-0 (min.0-3-1),21=39/20-0-0 (min. 0-3-1) Max Horz 35=-1 48(LC 8) Max Uplift35=-74(LC 6),20=49(LC 7),29=-39(LC 10),30=27(LC 10),31=-26(LC 10),32=29(LC 10),33=-16(LC 10), 34=-80(LC 7),26=40(LC 11),25=-27(LC 11),24=26(LC 11),23=-29(LC 11),22=17(LC 11),21=-69(LC 11) Max Grav35=207(LC 18),20=206(LC 24),28=137(LC 20),29=113(LC 23),30=112(LC 1),31=112(LC 23),32=110(LC 1), 33=127(LC 23),34=114(LC 8),27=132(LC 19),26=113(LC 24),25=112(LC 1),24=112(LC 24),23=110(LC 1), 22=127(LC 24),21=96(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-35=-187/81,1-2=0/57,2-3=-97/91,3-4=64/89,4-5=-60/79,5-6=51/79,6-7=-55/102,7-8=73/132,8-9=-96/171, 9-10=-76/130,10-11=76/130,11-12=-96/171,12-13=73/132,13-14=-55/102,14-15=38/73,15-16=-37/65,16-17=43/73, 17-18=-72/64,18-19=0/57,18-20=-187/81 BOT CHORD 34-35=-71/98,33-34=71/98,32-33=-71/98,31-32=71/98,30-31=-71/98,29-30=71/98,28-29=-71/98,27-28=71/98, 26-27=-71/98,25-26=71/98,24-25=-71/98,23-24=71/98,22-23=-71/98,21-22=71/98,20-21=-71/98 WEBS 9-28=-110/25,8-29=86/60,7-30=-85/42,6-31=86/42,5-32=-83/41,4-33=98/46,3-34=-67/56,11-27=105/25, 12-26=-86/60,13-25=85/42,14-24=-86/42,15-23=83/41,16-22=-98/46,17-21=67/52 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-5-8 to 1-4-0,Exterior(2N)1-4-0 to 7-0-0,Corner(3R)7-0-0 to 13-0-0,Exterior(2N) 13-0-0 to 18-5-8,Corner(3E)18-5-8 to 21-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Cobenuednonhee boettQm chord and any other members. o russ russ Type ty y 22-060083T B01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:33 2022 Page 2 I D:IH hxyzjbXOhfl 6gpV2m2NTyStsK-IgFPgfooVggEhSRe7SOil Du N IAm?40FoKyoLrAz7fIK NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 35,49 lb uplift at joint 20,39 lb uplift at joint 29,27 lb uplift at joint 30,26 lb uplift at joint 31,29 lb uplift at joint 32,16 lb uplift at joint 33,80 lb uplift at joint 34,40 lb uplift at joint 26,27 lb uplift at joint 25,26 lb uplift at joint 24,29 lb uplift at joint 23,17 lb uplift at joint 22 and 69 lb uplift at joint 21. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o russ russ ype ty y 22-060083T B02 Common 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:34 2022 Page 1 1 D:1 HhxyzjbXOhf 16gpV2m2NTyStsK-Dspn 1?pQG_y5JbOgh9xxlQRXxZ_ApRPyZcYuNcz7flJ -1-5-8 0-0-0 5-6-5 10-0-0 14-5-12 20-0-0 21-5-8 1-5-8 5-6-5 4-5-11 4-5-12 5-6-5 1-5-8 4x5= Scale=1:45.8 5 11 12 8.00 12 1.5x4 1.5x4 O 4 6 5x6 i Sx6 5x6 i 3 7 5x6 1 W1 2 8 �11 910 4x12 11 10 4x12 11 3x10= 0-0-0 10-0-0 20-0-0 933#/-60# 10-0-0 10-0-0 93W-60# Plate Offsets(X,Y)-- (2:0-8-3,Edgel,f8:0-8-3,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.12 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.23 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:110 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 DF SS 3-5-8,Right 2x8 DF SS 3-5-8 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=933/0-5-8 (min.0-1-9),8=933/0-5-8 (min.0-1-9) Max Horz 2=-1 28(LC 8) Max Uplift2=-60(LC 10),8=60(LC 11) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-3=1033/67,3-4=-865/91,4-11=794/79,5-11=-711/93,5-12=711/93,6-12=-794/79,6-7=865/91, 7-8=-1032/67,8-9=0/17 BOT CHORD 2-10=-65/753,8-10=3/753 WEBS 5-10=-23/502,6-10=250/129,4-10=-250/129 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-5-8 to 1-6-8,Interior(1)1-6-8 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0,Interior(1)13-0-0 to 18-5-8,Exterior(2E)18-5-8 to 21-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 2 and 60 lb uplift at joint 8. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o russ russ Type ty y 22-060083T B03 COMMON GIRDER 1 2 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:35 2022 Page 1 ID:IHhxyzjbXOhfl6gpV2m2NTyStsK-h2N9FKg30I4yxlal FsTAge_fQzH5YkX5nGHSw3z7fll 0-0-0 5-1-12 10-0-0 14-10-4 20-0-0 21-5-8 5-1-12 4-10-4 4-10-4 5-1-12 1-5-8 4x8 11 Scale=1:45.6 3 8.00 F12 5x8 i 5x8 2 4 3x4\\ 3x4 3x4\\ 3x4 1 H 1 14 5 6Io 11 12 10 13 9 8 14 15 7 16 17 8x12= 10x16 WB= 8x12= pp pp pp 3x10 I I 10x16= 3x10 I I 22��pp pp 8690#(-544# 5-1-12 5-1-12 4-10-4 10-0-0 4-10-4 14-10-4 5-1-12 793b#/-563# Plate Offsets(X,Y)-- (1:0-0-0,0-3-01,f2:0-1-0,0-2-41,(4:0-1-0,0-2-41,(5:Edge,0-3-01,f7:0-6-4,0-1-81,f8:0-8-0,0-6-41,(10:0-6-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.11 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.17 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:308 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 SLIDER Left 2x6 DF No.2 6-0-10,Right 2x6 DF No.2 6-0-10 REACTIONS. (lb/size) 1=8213/0-5-8 (min.0-4-10),5=7553/0-5-8 (min.0-4-4) Max Horz 1=-126(LC 4) Max Upliftl=-544(LC 8),5=563(LC 9) Max Grav 1=8690(LC 2),5=7935(LC 2) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1 1 859/755,2-3=7788/570,3-4=-7802/572,4-5=10813/742,5-6=0/26 BOT CHORD 1-11=-618/9405,11-12=618/9405,10-12=-618/9405,10-13=618/9405,9-13=-618/9405,8-9=618/9405,8-14=-542/8561, 14-15=-542/8561,7-15=542/8561,7-16=-542/8561,16-17=542/8561,5-17=-542/8561 WEBS 3-8=-559/8308,4-8=2761/298,4-7=-230/3679,2-8=3854/311,2-10=-244/4988 NOTES- 1)2-ply truss to be connected together with 10d(0.131"xX)nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 544 lb uplift at joint 1 and 563 lb uplift at joint 5. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1932 lb down and 124 lb up at 2-0-12,1932 lb down and 124 lb up at 4-0-12,1932 lb down and 124 lb up at 6-0-12,1932 lb down and 124 lb up at 8-0-12,1478 lb down and 121 lb up at 10-0-12,1478 lb down and 121 lb up at 12-0-12,1478 lb down and 121 lb up at 14-0-12,and 1478 lb down and 121 lb up at 16-0-12,and 1478 lb down and 121 lb up at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 o russ russ Type ty y 22-060083T B03 COMMON GIRDER 1 2 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:35 2022 Page 2 ID:IHhxyzjbXOhfl6gpV2m2NTyStsK-h2N9FKg30I4yxlal FsTAge_fQzH5YkX5nGHSw3z7fll LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,1-5=-20 Concentrated Loads(lb) Vert:9=-1784(B)8=-1371(B)11=-1784(13)12=-1784(13)13=-1784(13)14=-1371(13)15=-1371(13)16=-1371(13)17=-1371(13) o russ russ ype ty y 22-060083T BP1 FLAT SUPPORTED GABLE 4 1 Job Reference(optional) Builders First Source,Arlington,WA 982.3 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:36 2022 Page 1 ID:IHhxyzjbXOhfl6gpV2m2NTyStsK-9EwXSgghnbCpYv9Dpa_PNrWuUNnyHNZFOwl?SVz7fIH 0-0-0 0-1-8 1-10-7 0 1r8 1-8-15 3x4= Scale=1:25.1 1 2 3 W1 W1 2 6 5 4 31#M#32# 3x4M#/-83# 0-0-0 0-1-8 1-10-7 0 1O 1-8-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=2/1-10-8 (min.0-1-8),4=57/1-10-8 (min.0-1-8),6=-14/1-10-8 (min.0-1-8),5=100/1-10-8 (min.0-1-8) Max Horz 1=76(LC 9) Max Upliftl=-45(LC 9),4=83(LC 6),6=-28(LC 3),5=32(LC 7) Max Grav1=33(LC 6),4=113(LC 18),5=1 OO(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-103/138,2-3=51/69,3-4=-45/29 BOT CHORD 5-6=0/0,4-5=0/0 WEBS 2-5=-63/60,2-4=155/208 NOTES- 1)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 1,83 lb uplift at joint 4,28 lb uplift at joint 6 and 32 lb uplift at joint 5. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard o russ russ Type ty y 22-060083T BP2 Flat Supported Gable 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:36 2022 Page 1 ID:IHhxyzjbXOhfl 6gpV2m2NTyStsK-9EwXSgghnbCpYv9Dpa_PNrWuUNn_HNXFOwl?SVZ7flH 0-0-0 0-1-8 1-9-0 O'1r8 1-7-8 3x4= Scale=1:25.2 1 2 3 I I W1 W1 2 6 5 4 1WaZWS3# 3x4M#/-88# V-0 0-1-8 1-9-0 r8 1-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=7/1-9-0 (min.0-1-8),4=53/1-9-0 (min.0-1-8),6=-11/1-9-0 (min.0-1-8),5=86/1-9-0 (min.0-1-8) Max Horz 1=76(LC 9) Max Upliftl=-51(LC 9),4=88(LC 6),6=-22(LC 3),5=33(LC 7) Max Grav1=36(LC 6),4=116(LC 18),5=86(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-103/138,2-3=51/69,3-4=-42/23 BOT CHORD 5-6=0/0,4-5=0/0 WEBS 2-5=-54/61,2-4=168/224 NOTES- 1)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 lb uplift at joint 1,88 lb uplift at joint 4,22 lb uplift at joint 6 and 33 lb uplift at joint 5. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard o russ russ ype ty y 22-060083T BP3 FLAT SUPPORTED GABLE 6 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:37 2022 Page 1 I D:IH hxyzjbXOhfl 6gpV2m2NTyStsK-dRUwgOrJYvLgA3kPM HVew334Vn7BOgKOFamZ_xz7flG 0-0-0 0-1 1-8-15 -8 1-10-7 Or1�8 1 2 3x4— 3 Scale=1:16.3 T1 2x4 I X Ll \\ W1 W1 W2 B1 6 5 4 2x4 3x4— 1DW/2MV/-18# 62#/-33# 0-0-0 0-1-8 1-10-7 Or1�8 1-8-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=-10/1-10-8 (min.0-1-8),4=54/1-10-8 (min.0-1-8),6=-14/1-10-8 (min.0-1-8),5=114/1-10-8 (min.0-1-8) Max Horz 1=44(LC 9) Max Upliftl=-1 4(LC 18),4=33(LC 6),6=-28(LC 3),5=18(LC 7) Max Grav 1=11(LC 6),4=62(LC 18),5=114(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-60/80,2-3=30/40,3-4=-43/38 BOT CHORD 5-6=0/0,4-5=0/0 WEBS 2-5=-78/35,2-4=58/77 NOTES- 1)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 1,33 lb uplift at joint 4,28 lb uplift at joint 6 and 18 lb uplift at joint 5. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard o russ russ Type ty y 22-060083T c01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:38 2022 Page 1 I D:IH hxyzjbXOhfl 6gpV2m2NTyStsK-5d2ltMsxJ DTWoDJbw?OtSGbCOBTEI HLXU DW6W Nz7fl F -1-5-8 1-5-8 5-6-0 5-6-0 0-0-0 5-6-0 11-0-0 1-5-8 12-5-8 3x6= Scale=1:28.5 7 8 6 NOTCH TOP RD C. 8.00 F12 5 9 4 10 25 apt 24 3T, 3T, 11 3x4 11 3 3T, 3-r 3x4 11 2 T T2. 12 1 TiT 13 4 23 22 21 20 19 18 17 16 15 14 3x4 11 3x4 11 0-0-0 11-0-0 11-0-0 Plate Offsets(X,Y)-- (7:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 13 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.02 13 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 14 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-R Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=204/11-0-0 (min.0-1-13),14=204/11-0-0 (min.0-1-13),19=131/11-0-0 (min.0-1-13),20=106/11-0-0 (min.0-1-13),21=122/11-0-0 (min.0-1-13), 22=-12/11-0-0 (min.0-1-13),18=131/11-0-0 (min.0-1-13),17=106/11-0-0 (min.0-1-13),16=122/11-0-0 (min.0-1-13),15=-12/11-0-0 (min.0-1-13) Max Horz 23=-98(LC 8) Max Uplift23=-60(LC 6),14=44(LC 7),20=-37(LC 10),21=23(LC 10),22=-62(LC 7),17=38(LC 11),16=-24(LC 11),15=51(LC 6) Max Grav23=222(LC 23),14=222(LC 24),19=131(LC 1),20=110(LC 23),21=123(LC 23),22=81(LC 8),18=131(LC 1),17=110(LC 24),16=123(LC 24),15=67(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-23=-206/150,1-2=0/57,2-3=-59/54,3-24=32/46,4-24=-28/67,4-5=30/73,5-6=-53/120,6-7=48/102,7-8=-48/102, 8-9=-53/120,9-10=30/73,10-25=-17/59,11-25=21/37,11-12=-48/42,12-13=0/57,12-14=-206/150 BOT CHORD 22-23=-53/96,21-22=53/96,20-21=-53/96,19-20=53/96,18-19=-53/96,17-18=53/96,16-17=-53/96,15-16=53/96, 14-15=-53/96 WEBS 6-19=-105/0,5-20=84/75,4-21=-94/64,3-22=62/37,8-18=-105/0,9-17=84/75,10-16=-94/64,11-15=62/33 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-5-8 to 1-6-8,Exterior(2N)1-6-8 to 2-6-0,Corner(3R)2-6-0 to 8-6-0,Exterior(2N)8-6-0 to 9-5-8,Corner(3E)9-5-8 to 12-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 23,44 lb uplift at joint 14, 37 lb uplift at joint 20,23 lb uplift at joint 21,62 lb uplift at joint 22,38 lb uplift at joint 17,24 lb uplift at joint 16 and 51 lb uplift at joint 15. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o russ russ Type ty y 22-060083T D01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:39 2022 Page 1 I D:I HhxyzjbXOhf 16gpV2m2NTyStsK-apog4itZ4WbNPNuoUiX6?U8N9anxUirhitFf3gz7fl E -1-5-8 0-0-0 5-6-4 10-9-0 15-11-12 21-6- 22-11-8 1-5-8 5-6-4 5-2-12 5-2-12 5-6-4 5-8 3x6= Scale=1:51.2 8 9 7 6 10 8.00 F12 539 09fCH TOP CHORD 48" O.C. 3x i 12 4 123),0 13 oc Sx i 14 5x i 3 2 cT5 2x6 11 1 ST1 1 3x4 11 Ivi 164p0 1 2x6 11 2 S 0 17 1 2x6 11 18 b 30 29 3x4 11 3x6= 28 2726 25 24 23 22 21 20 19 WO 11 2x6 11 678#/-65# 187#/0# 189#8 1#96#/-39#15#/-25M3#/-26YA9#/-29Y66#/-1 w#b962#68# 0-0-0 4 5-6-11 10-9-0 21-6-0 5-6-4 7 5-2-5 10-9-0 Plate Offsets(X,Y)-- (2:Edge,0-0-11,f8:0-3Plate Offsets(X,Y)-- -0 3-O,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 28-30 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.19 Vert(CT) -0.02 30-37 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 19 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E'Except' end verticals. 131:2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2*Except* JOINTS 1 Brace at Jt(s):31,33 W2:2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS 3-5-10 Installation guide. REACTIONS. (lb/size) 2=678/0-5-8 (min.0-1-8),19=550/10-11-8 (min.0-2-0),27=187/10-11-8 (min.0-2-0),26=199/10-11-8 (min. 0-2-0),25=79/10-11-8 (min.0-2-0),24=115/10-11-8 (min.0-2-0),23=113/10-11-8 (min.0-2-0),22=107/10-11-8 (min.0-2-0),21=136/10-11-8 (min.0-2-0),20=271/10-11-8 (min.0-2-0),28=97/0-3-8 (min.0-1-8) Max Horz 2=151(LC 9) Max Uplift2=-65(LC 10),19=68(LC 7),27=-56(LC 10),25=39(LC 11),24=-25(LC 11),23=26(LC 11),22=-29(LC 11), 21=-17(LC 11),20=282(LC 17) Max Grav2=678(LC 1),19=550(LC 1),27=189(LC 17),26=199(LC 1),25=96(LC 24),24=115(LC 1),23=113(LC 1), 22=109(LC 24),21=136(LC 1),20=80(LC 9),28=187(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/52,2-3=191/21,3-4=-493/69,4-5=237/69,5-39=-174/69,6-39=161/73,6-7=-184/107,7-8=124/89,8-9=-145/88, 9-10=-203/106,10-40=126/85,11-40=-169/80,11-12=187/67,12-13=-185/51,13-14=186/38,14-15=-192/40, 15-16=-190/42,16-17=295/57,17-18=0/57,17-19=419/49 BOT CHORD 2-30=-63/493,29-30=64/491,28-29=-64/491,27-28=64/491,26-27=-58/168,25-26=58/168,24-25=-58/168, 23-24=-58/168,22-23=58/168,21-22=-58/168,20-21=58/168,19-20=-58/168 WEBS 4-33=-367/107,32-33=367/102,31-32=-424/132,31-34=410/115,27-34=-397/91,4-30=0/213,7-31=-39/33, 6-32=-102/55,5-33=12/6,9-34=-44/54,10-26=147/32,11-25=-70/52,12-24=89/38,13-23=-86/39,14-22=84/39, 15-21=-95/40,16-20=67/154 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-5-8 to 1-6-8,Interior(1)1-6-8 to 7-9-0,Exterior(2R)7-9-0 to 13-9-0,Interior(1)13-9-0 to 19-11-8,Exterior(2E)19-11-8 to 22-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 o russ russ Type ty y 22-060083T D01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:39 2022 Page 2 I D:I HhxyzjbXOhf 16gpV2m2NTyStsK-apog4itZ4WbNPNuoUiX6?U8N9anxUirhitFf3gz7fl E NOTES- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 lb uplift at joint 2,68 lb uplift at joint 19,56 lb uplift at joint 27,39 lb uplift at joint 25,25 lb uplift at joint 24,26 lb uplift at joint 23,29 lb uplift at joint 22,17 lb uplift at joint 21 and 282 lb uplift at joint 20. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o russ russ Type ty y 22-060083T D02 COMMON GIRDER 1 3 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.530 s Jan 6 2022 Print:8.530 s Jan 6 2022 MiTek Industries,Inc. Fri Jun 10 12:10:40 2022 Page 1 ID:IHhxyzjbXOhfl 6gpV2m2NTyStsK-2OA212tBrgjE1 WT_202LXhhVv_OjDl ugxX?DbGz7flD -1-5-8-5-8 0-0-0 5-6-4 5-2-12 5-2-12 5-6-4 5-6-4 10-9-0 15-11-12 21-6-0 1 4x6 11 Scale:1/4"=l' 4 8.00 12 5x8 i 5x8 3 5 4\\ 3x4oc oc 3x4 6 12 Io 10 13 149 15 8 16 17 7 18 19 10x16— 3x10 11 6x8 8x12= 3x10 11 10x16— 102k97%17# 5-6-4 5-2-12 5-2-12 5-6-4 5-6-4 10-9-0 15-11-12 107& -828# Plate Offsets(X,Y)-- (2:0-0-0,0-3-4),(3:0-1-4,0-2-4),(5:0-1-4,0-2-4),(6:Edge,0-3-41,(8:0-6-0,0-4-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.11 7-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.17 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:449 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 SLIDER Left 2x6 DF No.2 6-7-0,Right 2x6 DF No.2 6-7-0 REACTIONS. (lb/size) 6=10075/0-5-8 (req.0-5-14),2=9669/0-5-8 (req.0-5-10) Max Horz2=135(LC 5) Max Uplift6=-628(LC 9),2=617(LC 8) Max Grav6=10702(LC 2),2=10235(LC 2) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22,2-3=13971/821,3-4=-9647/626,4-5=9648/626,5-6=-14038/828 BOT CHORD 2-11=-677/1 1 077,1 1-12=677/1 1 077,1 0-1 2=-677/1 1 077,10-13=677/1 1 077,1 3-1 4=-677/1 1 077,9-14=677/1 1 077, 9-1 5=-677/1 1 077,8-15=677/1 1 077,8-1 6=-61 0/1 1 1 52,16-17=610/1 1 152,7-1 7=-61 0/1 1 1 52,7-18=610/1 1 152, 1 8-1 9=-61 0/1 1 1 52,6-19=610/1 1 152 WEBS 4-8=-616/10336,5-8=4143/342,5-7=-268/5427,3-8=4045/334,3-10=-262/5354 NOTES- 1)3-ply truss to be connected together with 1 Od(0.131"xX)nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-16;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size at joint(s)6,2 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 628 lb uplift at joint 6 and 617 lb uplift at joint 2. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1932 lb down and 124 lb up at 2-0-12,1932 lb down and 124 lb up at 4-0-12,1932 lb down and 124 lb up at 6-0-12,1932 lb down and 124 lb up at 8-0-12,1932 lb down and 124 lb up at 10-0-12,1932 lb down and 124 lb up at 12-0-12,1932 lb down and 124 lb up at 14-0-12,1932 lb down and 124 lb up at 16-0-12,and 1932 lb down and 124 lb up at 18-0-12,and 1932 lb down and 124 lb up at 20-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ERROR: undefined OFFENDING COMMAND: exc STACK: /colspABC /DeviceRGB Critical Area Identification Form PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 4 Phone: (360)299-1984 CRITICAL AREAS IDENTIFICATION FORM APPLICABILITY This form is to supplement and be submitted with a Master Land Use Application or Building Permit Application. Critical areas review ensures your project does not injure shorelines,streams, lakes,wetlands,sensitive habitat areas,and aquifer recharge areas,that development is protected from geological hazard and frequently flooded areas, and your project complies with rules for shoreline protection. Critical areas are defined and regulated by Anacortes Municipal Code, Title 19, Division 7, which applies to all land uses, development activity, and all structures and facilities within the City. NOTE:This form does not apply to activities occurring within shoreline jurisdiction as regulated by the Shoreline Master Program. CRITICAL AREAS MAP The Critical Areas Map is a resource tool that may assist in determining if critical areas are present on your property. View the Anacortes Interactive Mapping here: https://anacortesgis.maps.arcgis.com/apps/webappviewer/index.html?id=f36b722099844684877ld534f73a7 126 IDENTIFIED CRITICAL AREAS Based on the City's mapping(link above),the following critical areas or critical area buffers are located on or within 300 ft. of the review area: Aquifer Recharge Area Frequently Flooded Areas Streams Fish &Wildlife Habitat Conservation Geologically Hazardous Wetlands Areas Areas FIELD INDICATORS Regardless of whether a critical area is shown on the critical areas map,the actual presence or absence of the critical areas will govern.The following are some indications that may allude to the presence of a critical area: VEGETATION Are there any of the following vegetation species on or adjacent to the project area? (Check all that apply) Slough Sedge Crab Apple Creeping Buttercup Cat Tail Willow Reed Canary Grass Water Parsley Hardhack Harry Willow Herb Salmon Berry Red Alder Yellow Iris Nootka Rose Western Red Cedar Canadian Thistle Common Rush Bull Rush Eurasian Milfoil Sitka Spruce American Speedwell Skunk Cabbage City of Anacortes 1 904 6th Street,Anacortes, WA 98221 1 360-299-1984 1 pced@cityofanacortes.org 1 www.anacorteswa.gov SOILS Dig a hole 12 inches deep in the project area, are there any of the following soil conditions? Dark black Sulfur smell (rotten eggs) Damp soil (can form a ball) Brown Saturated soil Dry and crumbly soil Grey with rust spots SITE CONDITIONS Please answer the following questions concerning Critical Area indicators located on or within 300 feet of the review area. Are there any surface waters (including year-round and seasonal streams, saltwater, lakes, ponds, bogs, fens, swamps, marshes)? ❑Yes ❑ No ❑ Unknown Have any wetlands been identified? If yes, are you aware of any environmental documentation that has been XYes No Unknown prepared related to critical areas that includes the subject area?Attach any existing documentation. Are there areas where the ground is consistently inundated or saturated Yes X No Unknown with water? Are there any State or Federally listed sensitive, endangered, or threatened species and habitats? If yes, please list the known species/habitats: [—]Yes IX No Unknown Are there slopes of 15%or greater? ❑Yes ❑ No ❑ Unknown Are there any landslide hazard areas? ❑Yes ❑ No ❑ Unknown Is the project located within a Flood Hazard Zone? ❑Yes ❑ No ❑ Unknown Is the project area forested and/or connected to forest or open green space? ❑Yes ❑ No ❑ Unknown City of Anacortes 1 904 6th Street,Anacortes, WA 98221 1 360-299-1984 1 pced@cityofanacortes.org 1 www.anacorteswa.gov 6/23/22,2:50 PM Gmail-RE:2104 Pennsylvania Court-off-site wetland mail Josh Couch<joshdcouch@gmail.com> RE: 2104 Pennsylvania Court - off-site wetland Grage, Libby<LibbyB@cityofanacortes.org> Thu, Oct 28,2021 at 2:41 PM To:Josh Couch<joshdcouch@gmail.com>, "Lange,Steve"<stevel@cityofanacortes.org> Cc: Emily Fakkema<efakkema@gmail.com>, "Morgan, Emily"<emilym@cityofanacortes.org>,"Measamer, Don"<don@cityofanacortes.org>, "Frisinger, Rob"<robf@cityofanacortes.org> Hello Josh, Regarding the off-site wetland to the northwest: Based on the plans for the Strandberg development to the north,the 110'wetland buffer (required under the old critical areas regulations)crosses the very northwest corner of the subject lot. Based on the wetland category(Cat. III) and habitat score(5), it appears that the wetland would require a smaller buffer under the new/current critical areas regulations;therefore,a critical areas report would not be required to develop the subject lot. www eii _ - TR, mT"IJ a.i 7 WETLAND I Lur T 1. >�wT w,rvr •insw[stia UKU IK4LI i TRACT A w �5 w A4,199 SF ACRES .39 ACRESLMT 1p j pF k C2'JA Y LOT 1* 111f 7 T zTr.of w�[Y 1 wry[Y Ltl19f! - 000 TRAI TRACT D rRPti A 24.036 Sr P317 ' Y [E�. - IL y L�r [ - IX55 ACRES 1 _[ m. ,IT ZAA W- �a 52 LR f L2W T f W ' fMIE E f NYC cY! LKK ��►.N N C7'96'7 M 966,a1' - P;; rf � �f PLAT F EAGLE RIDGE 'M" AF 4200701110039 k .. . �. LO I V eL 1Fn bnlw.�M W!'-YwN P 8 ARl�A wEVu�!R I CfIR � 1 y y.ee a e[.p W wW11w�[e I d.snMw�+9 s,.YwN 1 R Q �.° �..°.....,." LOT 7,50 i t i N i Please let me know if you have additional questions. Best, Libby Grage I City of Anacortes Planning,Community&Economic Development Department Planning Manager P.O.Box 547 1 904 6th Street I Anacortes,WA 98221 360.299.1986(work)1 360-661-3505(work cell) libbyb@cityofanacortes.org I www.cityofanacortes.org https://mail.google.com/mail/u/O/?ik=c8e84ea788&view=pt&search=all&permmsgid=msg-f%3Al714901269621352381&simpl=msg-f%3A1714901269... 1/3 6/23/22,2:50 PM Gmail-RE:2104 Pennsylvania Court-off-site wetland My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From:Josh Couch<joshdcouch@gmail.com> Sent:Thursday, October 28,2021 12:27 PM To: Lange,Steve<stevel@cityofanacortes.org>;Grage, Libby<LibbyB@cityofanacortes.org> Cc: Emily Fakkema<efakkema@gmail.com> Subject: Re:2104 Pennsylvania Court Steve, Libbie So, if we build a house exactly like the neighbor to the East,would that mean we need to install 1-3 drywells on the back property line that are 2-5 feet deep?What is the Minimum Requirement 2? Also,are there any other hidden costs we might not be considering if we build here? Thanks, Josh On Thu,Oct 28,2021 at 10:42 Lange, Steve<stevel@cityofanacortes.org>wrote: Part of a common plan of development.Therefore Minimum Requirement 2 is required. The development was approved with a drywell for this lot,which will allow water to continue to feed the wetland. The size of drywell is dependent on the overall impervious area. Hope this helps, Steven Lange Senior Engineering Tech From: Grage, Libby<LibbyB@cityofanacortes.org> Sent:Thursday,October 28,2021 9:48 AM To:'joshdcouch@gmail.com'<joshdcouch@gmail.com> Cc: Lange,Steve<stevel@cityofanacortes.org> Subject:2104 Pennsylvania Court Hi Josh, I've copied Steve Lange on this email to request his insight and input on potential stormwater issues/requirements for this lot. I will get back to you regarding the wetland buffer after I've had a chance to review the code. https://mail.google.com/mail/u/0/?ik=c8e84ea788&view=pt&search=all&permmsgid=msg-f%3Al7l4901269621352381&simpl=msg-f%3Al7l4901269... 2/3 6/23/22,2:50 PM Gmail-RE:2104 Pennsylvania Court-off-site wetland s Y !. I 5t I' 1 �1i7i f} I of } 7 i 4i} 2 114 4W 1 } 211E 2i1 6 I "11i44 - Thank you, Libby Grage City of Anacortes Planning,Community&Economic Development Department Planning Manager P.O.Box 547 1 904 6th Street I Anacortes,WA 98221 360.299.1986(work)1 360-661-3505(work cell) libbyb@cityofanacortes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. https:Hmail.google.com/mail/u/0/?ik=c8e84ea788&view=pt&search=al I&permmsgid=msg-f%3Al 714901269621352381&simpl=msg-f%3A1714901269... 3/3 • • Site Plan and Draina 9 e • Drawin 9 s QVORCODE ORt�voz "OxIELD LEGEND QQ = FOUND REBAR & CAP PEM L.S. 25971 SITE PLAN ® = FOUND MONUMENT AS NOTED ❑p = EXISTING POWER JBOX/HANDHOLD © = EXISTING COMMUNICATIONS RISER 2104 PENNSYLVANIA COURT ❑ = EXISTING STORM DRAIN CATCH BASIN (TYPE I) ® = PROPOSED RAIN LEADER/DOWN SPOUT p = PROPOSED STORM DRAIN CLEANOUT IN = PROPOSED STORM DRAIN CATCH BASIN = EXISTING SANITARY SEWER MANHOLE N = EXISTING SANITARY SEWER CLEANOUT 220 West Champion Street,Suite 200 t: 360.650.1408 = PROPOSED SEWER CLEANOUT Bellingham,WA 98225 f: 360.650.1401 = PROPOSED SEWER MANHOLE F R E E L A N D w = EXISTING WATER METER BOX & ASSOC IATES = EXISTING FIRE HYDRANT W E D4 = EXISTING WATER VALVE = PROPOSED FLOW DIRECTION ARROW m = EXISTING LANDSCAPING COVER ALL EXPOSED SOILS THAT ARE DISTURBED FOR X = DETAIL CALLOUT INSTALL TEMPORARY SILT C DURING CONSTRUCTION. TEMPORARY SOIL COVERING MAY XXX FENCE ALONG DOWNHILL INCLUDE MULCH, STRAW, PLASTIC, ROLLED EROSION C2 —Fo----Fo = EXISTING FIBER OPTIC LINE END OF SITE CONTROL PRODUCTS (RECP), OR SODDING. PERMANENTLY STABILIZE ALL DISTURBED SOILS WITH TOPSOIL AND --P----P- = EXISTING UNDERGROUND POWER / WIRE FENCE IN DISRLH�AIR , - - - - - VEGETATION. (TYPICAL FOR ALL DISTURBED AREAS) --T----T-- = EXISTING UNDERGROUND PHONE 0 5 10 20 / ' ti6 _ --Tv----Tv--- = EXISTING UNDERGROUND TV CABLE N8T65'14"W - ' - - - --G----G--— = EXISTING GAS MAIN 93.04' A — — — --D----D--- = EXISTING STORM DRAIN LINE 1 inch = 10 ft. 26 ,26g" �/x x x Fj x x —SD—SD— = PROPOSED STORM DRAIN LINE (SOLID WALL) = PROPOSED FOUNDATION DRAIN �W�W_ = PROPOSED WATER LINE z __W----w--- = EXISTING WATER LINE "� — = EXISTING SANITARY SEWER LINE %00 Io I SS SS = PROPOSED SANITARY SEWER LINE Cn SITE ADDRESS o / / / - = EXISTING FENCE o 2104 PENNSYLVANIA COURT O 0000�000° ���/ // 04 / / Iz ANACORTES, WA 98221 x 000�0000 / / mn = PROPOSED ASPHALT PAVEMENT 00 0 0 — o 0°00 0000/// % I L -J = PROPOSED PAVEMENT REPAIR Q PARCEL No. qd°° ,°° o so/ / / i P125681 o°b°o 0°0 / / / - / / a = PROPOSED CONCRETE °00000° // so // - - - - - - -�// - - - - - / //- _ - LOCATE DOWNSPOUTS AS NEEDED IN THE = PROPOSED GRAVEL SURFACING LOT SIZE \ / 0 -- -- -- - -- --f -- -- FIELD, CONNECT ALL DOWNSPOUTS TO / / I x , DRYWELLS AT NW CORNER OF SITE (TYP.) C!1 8,501 SF v/ \ ^ // / II / / 1 I I V O J LO CONNECT ALL DOWNSPOUTS TO / l� _C7 LOT COVERAGE 3 / CATCH BASIN WITH 6 0 SDR35 2'15 l��� 00 SHEET INDEX O w A U PROPOSED BUILDING FOOTPRINT: 2,437 SF (28.7%) // // PVC ® 1% MIN. to INSTALL CATCH BASIN WITH DOWN-TURNED LOT 5 / / / 1 w C 1 STO R M WAT E R PLAN ;3 � F \I / � PIPESLELBO DRESH YWELLCREENS ON OUTLET � I� � J �N � � � IMPERVIOUS SURFACE \ , // I, l� 0 C2 STORMWATER DETAILS LOLd w PROPOSED ROOF: 2,770 SF (32.6%) 1 / l o o, W O PROPOSED PAVEMENT: 716 SF (8.4%) // PROPOSED DRYWELL A o Cl O TOTAL IMPERVIOUS SURFACE: 3,486 SF (41.0%) I I / 140 SF MIN. AREA C2 - - 276_ l� 'I z 06 O O w a, i �� � � �' �I - - - PROPOSED II x / MQ .� ZONING i ii _ - HOUSR _ - 2��- ' t ,' w ° o R2 (RESIDENTIAL LOW DENSITY 2) - - _ / _ r4 \ 33.8' � � � � / 2�8 � - 5 / J PROPOSED USE \� - — _ � — � I x \� / — ' � ' II � � / / � // LOT 6 SINGLE-FAMILY RESIDENTIAL � � - - - - - - �\ /� - - - - OCCUPANCY GROUP '�\ , , - ' i� / _ - - - - - - - i x SINGLE-FAMILY RESIDENTIAL FOc \ �I a 2 / I�I - m \ W LOT 4 \ FQFC�q \ �I - - L / �� a � � � / � — l� I / //� U �� N } CONSTRUCTION TYPE - NEW CONSTRUCTION F< - - _ - - ' 2g2 ' - I // � W C'4 m o Ld \ —— — — — PVCQST�C� PIPES Q Q v APPLICABLE CODES a ° , ' a ° a °g ; Q� QLd 2018 INTERNATIONAL RESIDENTIAL CODE (IRC) a� i a a i2$a W J(, 2018 UNIFORM PLUMBING CODE (UPC) / // / a °° a a a °Al QL/ / �/ ((n H 20118 WASHINGTON STATE ENERGY CODE (WSEC) \ i // <a ,° Q%a a ° a e�Ng ��J o � /© Z O tiF�0F &� �s;?, \ a � °ok 0" "4x-p —P--_ _ VICINITY MAP qtz �o��SA F�GT� Norm a °a ° i • -- P / O N w �'LFq�T 61 / i ° d a p"� •a• PROVIDE TEMPORARY CONCRETE WASHOUT / l / �� z•�°i ° a a �� o z o \ CD CL CONTAINMENT AREA DURING CONCRETE / / • a / c� o z N w POURING ACTIVITIES, LOCATE ON SITE AS a , ° ° z ~ z \ NEEDED FOR CONSTRUCTION. // / /jQ �g5�� 1 / 0 o - w \ SLOPE DRIVEWAY & �j i // a 4g9" CONC. CURB - � w w In N o WALKWAYS TOWARD j j�� i °i�� y�P� P� N o STREET, 2% MIN. GRADE / G�ii/ / /� a �' OF y P 20 z P _/ \ PVC STA D��E q�/�'/ GO�� . pFz� �� INSTALL QUARRY SPALLS B a G P AT ENTRANCE DURING DESCRIPTION P PROJECT GG� PSe CONSTRUCTION C2 (PER 030053) \ SEWER SERVICE STUB LAND DESCRIPTION \ f4' BELOW GRADE /Q Harbor Inn Anacortes SITE „ (PER RECORD DRAWINGS) LOT 5, PLAT OF EAGLE RIDGE , AS PER PLAT RECORDED JANUARY 11, 2007 SWEEP/CLEAN EXISTING PAVEMENT / Regional �m�� Z UNDER AUDITORS FILE NUMBER 200701110039, RECORDS OF SKAGIT COUNTY, AT THE END OF EACH WORK DAY J WASHINGTON. \ / / %\--OR MORE FREQUENT IF NEEDED. Airport s STREET CLEANING SHALL REMOVE a / ALL VISIBLE TRACKOUT. / N W SURVEY NOTES: Trench drain teed / � / � � 1. THE HORIZONTAL DATUM FOR THIS SURVEY IS WASHINGTON STATE PLANE COORDINATES, NORTH ZONE, NAD 83/11, DERIVED FROM GNSS to storm system / I W E Fn OBSERVATIONS VIA THE WASHINGTON SPATIAL REFERENCE NETWORK required if 20' maximum (WSRN). THE BASIS OF BEARINGS IS NORTH 0'20 35 EAST BETWEEN \ driveway wi dth at S FOUND MONUMENTS ON THE CENTERLINE OF PENNSYLVANIA COURT AS driveway slopes to I SHOWN HEREON. Street. \ / property line. NTS z 2. THE VERTICAL DATUM FOR THIS SURVEY IS NAVD 88 DERIVED FROM \ / w GNSS OBSERVATIONS VIA THE WASHINGTON SPACIAL REFERENCE \ I CONTACT INFORMATION w z FOUND CONC. MONUMENT IN CASE N o NETWORK (wSRN). v PROJECT BENCHMARK - WSDOT MON SHIP, ELEV.=140.758 USFT W/2-1/2" BRASS DISK, W/PUNCH. CIVIL ENGINEER OWNER 3. THE PURPOSE OF THIS SURVEY IS TO PROVIDE TOPOGRAPHIC DATA FOR � DI ARCHITECTURAL DESIGN. THE LIMITS OF THE PROJECT MAPPING ARE AS FREELAND & ASSOCIATES, INC. JOSH & EMILY COUCH PROVIDED BY THE CLIENT. MICHAEL BRATT PE 3719 W 5th ST PENNSYLVANIA CT. 220 W CHAMPION ST, SUITE 200 ANACORTES, WA 98221 7V 4. THE CONTOURS SHOWN ARE DERIVED FROM DIRECT FIELD OBSERVATIONS BELLINGHAM, WA 98225 (971) 241-2588 USING A TRIMBLE S6 TOTAL STATION AND TRIMBLE R10 GNSS RECEIVER. LOT 3 29.96' (360) 650-1408 THE CONTOUR INTERVAL IS 1 FOOT . - - S89'46'41"W mbratt0freelandengineering.com �1 5. THE PARCEL LINES SHOWN ARE FOR REFERENCE ONLY, ARE CALCULATED 46343 BASED ON THE FOLLOWING DOCUMENTS RECORDED IN SKAGIT COUNTY, SURVEYOR rP���SIONA AND DO NOT REPRESENT AN ACTUAL BOUNDARY SURVEY: FOUND CONC. MONUMENT IN CASE L PLAT OF EAGLE RIDGE, AUDITOR'S FILE NO. 200701110039 W/2-1/2" BRASS DISK, NO STAR SURVEYING, INC. �o\� PUNCH. SHOT ON TOP CENTER KIMBERLY BOURNS, PLS O 6. UTILITIES SHOWN HEREON ARE BASED ON EVIDENCE OF STRUCTURES AND P.O. BOX 1343 JOB #: DATE: APPURTENANCES OBSERVED IN THE FIELD AND UTILITY LOCATE MARKS ANACORTES, WA 98224 22108 06-23-2022 PROVIDED BY OTHERS. NO FURTHER UTILITY RESEARCH WAS (360) 399-7693 SHEET: CONDUCTED. i starsurveying0rockisland.com C1 2"X2" BY 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC IS USED. 1. A COPY OF THE APPROVED TESC PLAN MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS 2 2 X 2 WOOD POST, IN PROGRESS. STEEL OST �1 MAXIMUM EQUIVALENT., OR 2. APPROVAL OF THIS TEMPORARY EROSION & SEDIMENTATION CONTROL (TESC) PLAN DOES NOT NEWLY GRADED OR \\ NO FILL WITHIN CONSTITUTE AN APPROVAL OF PERMANENT STRUCTURES, DRIVEWAYS OR DRAINAGE DESIGN (E.G., DISTURBED SLOPE. '���%�%\//\ 4 FT. OF FENCE. 2.5 FT.MIN. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). i 00 3. THE IMPLEMENTATION OF THIS TESC PLAN AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT 006 AND UPGRADING OF THESE TESC FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL OO ALL CONSTRUCTION IS APPROVED. 220 West Champion Street,Suite 200 t: 360.650.1408 12 IN. 000 Bellingham,WA 98225 f: 360.650.1401 00 /\ 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN 00 24 IN. THE FIELD PRIOR TO CONSTRUCTION. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE F R E E LAN D FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE & ASSOC IATES BURY BOTTOM OF FILTER u� CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION. FABRIC MATERIAL. BACKFILL TRENCH WITH NATIVE SOIL 8 IN 5. TESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL } OR 3/4"-1.5" WASHED GRAVEL. CLEARING AND GRADING ACTIVITIES, UNLESS REVISED BY A CERTIFIED EROSION AND SEDIMENT m 8" MIN. DEPTH TOPSOIL ROPE qs, CONTROL LEAD. TESC FACILITIES SHALL BE INSTALLED IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER ENTER DRAINAGE SYSTEM OR VIOLATE APPLICABLE WRAP SIDES & TOP OF DRYWELL E�\S��G gsi;�li %1!G�'f'F� TYPICAL CROSS SECTION WATER STANDARDS. WITH GEOTEXIILE FABRIC ��p�.O�y� 6. THE TESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED o SO, T SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD. THESE TESC FACILITIES SHALL BE 6"0 PERFORATED PVC �,a as oFss �i�'9�- UPGRADED (E.G., ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC,) AS NEEDED FOR UNEXPECTED STORM EVENTS. DRYWELL FILLED WITH o6000 so'!'o WIRE MESH FENCE WITH 1"-2" DRAIN ROCK �000� tiF FILTER FABRIC MATERIAL. 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CESCL AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTION. 8. ANY AREA NEEDING TESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN TWO (2) DAYS. 25' 9. THE TESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF QQ a ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT THAT PRODUCES RUNOFF FROM z R=25' MIN. V moo 0 2 FT MIN THE SITE. O JOINTS IN FILTER FABRIC SHALL BE SPLICED AT . . GEOlEX1ILE FABRIC 12" MIN. POSTS. USE STAPLES, WIRE RINGS OR EQUIVALENT 10. WASH PADS MAY BE NECESSARY TO ENSURE PAVED AREAS ARE KEPT CLEAN FOR THE DURATION 70 UNDER QUARRY SPALLS a �p TO ATTACH FABRIC TO POSTS. OF THE PROJECT. 0 4"-8" QUARRY SPALLS 11. MULCHING OF ANY TYPE SHALL BE INSTALLED PER THE RATES AND STANDARDS PRESENTED IN o VOL. II, TABLE 4.1.8 OF THE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON, PLACE AT FUTURE 2014 EDITION BY DEPARTMENT OF ECOLOGY. SUBGRADE ELEVATION PROVIDE FULL WIDTH OF IF POSSIBLE INGRESS/EGRESS AREA �\�\ \ 24 IN. 12. ALL WORK AND MATERIAL SHALL BE IN ACCORDANCE WITH WASHINGTON STATE DEPARTMENT OF w TRANSPORTATION STANDARDS AND SPECIFICATIONS. Q MAINTENANCE: 13. EROSION & SEDIMENTATION CONTROL FACILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH o -6 FT. MAXIMUM THE DETAILS ON THIS PLAN. LOCATIONS MAY BE MOVED TO SUIT FIELD CONDITIONS, SUBJECT TO AT LEAST 50.33 SF OF 2.5' DEEP TRENCH 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT POST SPACING MAY BE INCREASED BURY BOTTOM OF FILTER FABRIC APPROVAL BY THE CONTRACTORS CESCL OR ENGINEER OF RECORD. Ld SHALL BE PROVIDED FOR EVERY 1,000 SF TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY TO 8' IF WIRE BACKING IS USED MATERIAL IN 12 IN. X 8 IN. TRENCH. OF ROOF AREA. REQUIRE PERIODIC TOP DRESSING WITH 4 TO 8-INCH STONE, AS CONDITIONS ELEVATION 14. COVER ALL DIRT/TOPSOIL PILES WITH PLASTIC SHEETING (BMP C123) DURING CONSTRUCTION DEMAND, AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO WHEN NOT IN USE. TRAP SEDIMENT. p PROPOSED ROOF AREA: 2,770 SF REQUIRED TRENCH AREA: 139.4 SF 15. NETS AND/OR EROSION CONTROL BLANKETS (BMP C122) MAY BE USED IN LIEU OF TEMPORARY U1-4 PROPOSED TRENCH AREA: 140 SF 2. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES MULCHING. D N ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. H" A U 16. CONSTRUCTION SCHEDULE- PENDING APPROVAL OF PLANS FROM THE CITY OF ANACORTES.S: 1ji 3 1. FENCE SHALL NOT BE INSTALLED ON SLOPES STEEPER THAN 2 1. O 17. ADDITIONAL BMPs MAY BE USED OR REQUIRED AS CONDITIONS WARRANT. BMPs SHALL BE N 3 >+ F 2. JOINTS IN FILTER FABRIC SHALL BE OVERLAPPED 6 INCHES AT POST. INSTALLED PER RECOMMENDATIONS IN THE DOE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON, CURRENT EDITION. J 14 � CQ 3. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO WIRE FENCE. LO w O E--1 4. REMOVE SEDIMENT WHEN IT REACHES 1/3 FENCE HEIGHT. W Of W O 06 O GQ Cl 00 rn M Q •--� DOWNSPOUT INFILTRATION DRYWELL STABILIZED CONSTRUCTION ENTRANCE SILT FENCE TEMPORARY EROSION CONTROL NOTES z o " a A nts B nts nts D J O w U W Y o Z oN LV U w m o Q Qrn Z Y Ld >� U W W Z Z� d Q U �Z O_Q O " w C. Y N p m � 0 CL U — Z V) Z -D Q 0 C� O U Q — (n ch O (h N w D J N 0 J Q F- LU W H Q 0 z � � w wz = O V) U DI of WAS�I 46343 �EGISTER�9 �S'sIONAL E�Cs1 \,L,��`L JOB #: DATE: 22108 06-23-2022 SHEET: C2 Landscape Plan N Vie 4ogYLANNI)VO CIO oQ Iwo 1T Y O � 15 IS Q� 13 13 13 15 Lawn Lawn ,9 C O �0 FIELD�54� Lawn Landscaping Plants List Planted Common Name Name Sketch Number 1 Japanese Maple Tree Acer Palmatum 1 1 Dogwood(white) Corpus Florida 2 1 Royal Star Magnolia Magnolia Stellata 3 Lawn 3 Burning Bush Euonymus Alatus Compactus 4 2 Summer Snowflake Viburnum Plicatum Tomentosum 5 Gulf Stream Nandina Domestica g House 6 ue a ge arex auca 7 4 Blue Oatgrass a Ic o ric on empervirens 8 gall 5 Orange New Zealand Carex Testacea g P Sedge 1 Endless Summer Hydrangea macrophylla 10 Pop Star Hydrangea 'Bailmacsix' Ro kWall f�4O0 5 Hidcote Lavendar Lavandula Angustifolia 11 V d Lawn 1 Tupelo/Black Gum Nysa Sylvantica 12 © Q� 3 Dwarf Espalier 13 �� Apple Trees 1 Japanese Snowbell Tre Styrax Japonicus 14 Lawn 0 3 Italian Cypress Tree Cupressus Sempervirens 15 e V p 0 Health and Quality of Trees Proposed for Planting.Trees proposed for planting must meet the following minimum Required Landscape x \ standards in order to be credited towards satisfying the tree N density requirements of this chapter: Calculations QUO O O 1�r — t 1.Each tree shall be healthy stock and carefully planted in a c ^ r three-fool or larger hole in good,appropriately fertilized topsoil; Site Area 8,501 SF 2.Each required deciduous tree shall have a minimum of two-inch O _ _ caliper within six inches of ground at time of planting; Percentage of —30% Driveway 3.Each required evergreen tree shall have a minimum height of Site Landscaped JI� eight feet at time of planting; 4.Trees planted shall include a mix of coniferous and deciduous �r trees.At a minimum,thirty percent of the trees planted shall be Compliance with AMC 8 trees,see plant © II r \ coniferous; Ch.16.50 Tree Preservation table above O © II II \ _ 5.To avoid potentially unhealthy monocultures,the total number of any individual species of replacement tree planted shall not exceed© thirty percent of the same species or thirty-five percent of the same Number of Required genus of the total number of all replacement trees planted. N/A �7�_7 6.Where possible.required trees should predominantly be selected Street Trees I-n from the native tree species.The city planning department will maintain a list of native tree species.(Ord.2756 Aft.F,2006) 4) 0 0 0 0 0 0