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Home My WebLink AboutBLD-2021-0733 - RESIDENTIAL SINGLE FAMILY BUILDING (2) 1 Y O City of Anacortes Invoice/Permit#: BLD-2021-0733 904 6th Street • Applied date: 08/27/2021 P.O.Box 547 Issue date: 10/06/2021 _ '0: Anacortes, WA 98221-0547 ;,''"' 4,r.-, (360) 293-1901 Expire date: 04/04/2023 Job Address: 2707 OAKES AVE Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: NEW SFR Owner: NATE SCOTT Contractor: LEXAR HOMES OF BURLINGTON Address: 3018 COMMERCIAL Address: 489 ANDIS RD ANACORTES WA 98221 BURLINGTON WA 98233-3329 Phone: (360)293-8008 Phone: (360)588-4131 License#: General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 Use Zone R2A Building Permit Fee 2,141.75 Flood plain development N Plan Review Fee 1,392.14 New or Replaced Hard Surface 2018 Mechanical Permit Fees 140.45 Lot Area 14810 Plumbing Permit Fee 132.00 1st Floor Square Footage 1478 State Building Code Fee Resi 6.50 Garage Square Footage 439 Sewer Inspection Fee 52.14 Porch Square Footage 205 Storm Drain GFC-Residential 1,746.97 Stove, Appliance 1 Sewer GFC-Residential 9,331.86 Building Valuation 305000 Park Impact Fee 615.00 # Forced Air Furnace <=100k 1 Traffic Impact Fee 2,817.69 #of Tubs, bath 1 Non Sprinklered SFR Fire Fee 102.58 #of Clothes Dryers 1 EMS Impact Fee 363.70 #of Clothes Washers 1 SFR/duplex: site plan/design 60.00 Stormwater Review 161.44 #of Dishwashers 1 #of Water Heaters 1 Total Calculated: 19,264.22 #of Water Piping 2 Deposits/Receipts: 0.00 #of Hose Bibs 2 #of Kitchen Sinks 1 Total Due: 19,264.22 #of Hand Sinks 3 #of Range Hoods 1 #of Showers 2 #of Wall Heaters 3 #of Ventilation Fans 3 #of Water Closets(Toilets) 2 1 Y City of Anacortes Invoice/Permit#: BLD-2021-0733 904 6th Street Applied date: 08/27/2021 P.O.Box 547 Issue date: 10/06/2021 _ ;' 0, Anacortes, WA 98221-0547 (360) 293-1901 Expire date: 04/04/2023 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 Tr o PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT "s Mailing Address:P.O. Box 547,Anacortes, WA 98221 l "r " Office Location:904 6th Street,Anacortes WA 98821 .t . Phone:(360)293-1901 r Residential Building Permit Application Submittal Packet New Single Family Residences (SFR) Duplexes Additions and Remodels (SFR& Duplex) Accessory Dwelling Units Manufactured Homes Residential decks and retaining walls FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION 1. PROPERTY INFORMATION Project Address(Street,Suite#): Assessor Parcel Number: a4fidt-s kc S 23 Subdivision/Lot#: Zoning Designation: Lot area(size): A (II, gVO. / sq.ft. 2. TYPE OF PROJECT 1g.New SFR 0 New Accessory Dwelling Unit: 0 Deck/porch (new/repair) 0 New Duplex 0 Attached to Primary Unit p r� Detached from Primary Unit ❑ Interior remodel ❑ New Addition to SFR ❑ Garage,carport or accessory building ❑ Retaining wall or duplex (new/repair) ❑ Other: Project Summary: Project Valuation: $3O15 OvO 3. PROPERTY OWNER INFORMATION Name{ „ ` � 0 Phone: ? ,0 7.0 34, `r Address(Street,City,State,Zip): Email Addr s: y 1 Z '1 3O % t,4 wmnua-rct ( Av e I �rtk+i er Ai s E 0 1�s Iv. eL V Vko.(Pe-, L 0 w! 4. CONTRACTOR INFORMATION 1.ame: Phone: �� .rlt - 3�0-70-7- 7/ I Z Contractor's iLness Licenses State License#: City License#: *All Contractors&Subcontractors must have a valid City 4 litt,gosTzsv of Anacortes business license prior to doing work in the Expiration Date: Expiration Date: City. I2/70 7. _ Address(Street,City,State,Zip): ] Email Address: t-185 An dig, I1 r`e 1-0A too n j8z33 c1,13 �owi.e�i. co IAAs Page 1 of 19 Res.Building Permit Application Submittal Checklist Updated April 20,2021 ‘'1!_ 0PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ` Mailing Address:P.O. Box 547, Anacortes, WA 98221 d { � Office Location:904 6th Street,Anacortes WA 98821 � t Phone:(360)293-1901 5. CONTACT PERSON Select one person the city will contact for anything related to this project: Applicant ,EX Property Owner ❑ Contractor r~i ni-hi Ilist halnwl Name: Phone: q Address(Street,City, ate,Zip): Email A dress: ?D le (ouw--rc.` b0.,L . cov}..$ (y* , a77 i�5 co g Le �.,- cl-v w.�-v.c dw 6. LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lenders involved with your project, write"no lenders"on the Name Line below. Name:MOw U1.ir(,..� '4)•4.4%ekt— Phone:3lo0• ' $ • SI d O Address(Street,City,State,Zip : nnEmail Address: 7. ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: 09 I understand that when a building permit application is taken in over the counter it does not mean the application has been deemed technically complete and sufficient for staff review. voi I understand that if I submit incomplete, inaccurate,and/or erroneous information it will take the City longer to process my permits. oct 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. Kt I understand and acknowledge that Special Inspections could be required as part of my project,and ( if needed I will be required to pay for the cost of these inspections. I understand and acknowledge that financial securities could be required as part of the work I am 1K completing and I agree to provide the items needed for the City to calculate these securities and to 1"" provide the securities themselves. KeiI 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. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 2 of 19 t y v PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT '4 Mailing Address: P.O. Box 547,Anacortes, WA 98221 �•r Office Location:904 6th Street,Anacortes WA 98821 `�' Phone:(360)293-1901 coR • I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein,and the information submitted with this application form is in all respects,true, correct,and complete to the best of knowledge and belief. nat re Date e.o* Printed Name Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 3 of 19 CYx 4� PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547,Anacortes, WA 98221 17 f Office Location:904 6th Street,Anacortes WA 98821 � L, Phone: (360)293-1901 N CO SUBMITTAL CHECKLIST x al o_c G O. 0 = a a Ce Lin — _ Residential Building Permit 13 P i o T L o C Submittal Requirement Checklist L _ u . dap 'v^ c_, = u_ _ z � _ m a u c O .Q � N0 � a = of = aa -0 .c u a y See pages 2-3 of this handout for information about each 3 a 8 d E v c E ea Q V submittal item listed below. Z ea Q G c• Z = N C 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 (FORM BP-3—attached) X X X Architectural Plans X X X X X (requirements listed on FORM BP-4-attached) Stormwater Management Minimum Requirements Determination X X X X (FORM BP-5,attached) Stormwater Site Plan X X X X Site Plan& Landscape Plans (requirements listed on Form BP-6) X X X X X 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 X X X Technical Reports X X X Other Required Permits X X X ADU Affidavit of Owner Occupancy(signed) X Submittal Information Fees Send applications in PDF format with a file and message Once we receive your application,we will size no greater than 30 MB. Please review our Electronic contact you about payment of the Submittal Guidelines for more information. An email required deposit, if any. with a link to a file share site (Dropbox,Google Drive, OneDrive,etc.)is acceptable. Permit fees are paid prior to building permit issuance. Email: Incomplete applications will not be processed. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 4 of 19 • 'r PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ( Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 �lillar t ` Phone:(360)293-1901 I REQUIRED SUBMITTAL INFORMATION Additional details on certain submittal items is 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. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 5 of 19 �t'Y Y r,� PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ap,_ Mailing Address: F.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 `= _ Phone:(360)293-1901 coy- • STRUCTURAL CALCULATIONS: An analysis of loads, materials,etc.,prepared and stamped by a State of Washington licensed professional structural engineer. • 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. OTHER SUBMITTALS DETERMINED ON A CASE-BY-CASE BASIS 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. 17.70 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. 17.70 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 April 20,2021 Page 6 of 19 Gs�Y �3 f PLANNING, COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547,Anacortes, WA 98221 l "`' Office Location:904 6th Street, Anacortes WA 98821 \. ri' Phone:(360)293-1901 Page left blank intentionally. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 7 of 19 t�1 Y PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT j Mailing Address:P.O. Box 547,Anacortes, WA 98221 17 ' ` Office Location:904 6th Street,Anacortes WA 98821 Phone:(360)293-1901 FORM BP-2: STRUCTURE AND SITE INFORMATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: � l� O��,�..$ . , PARCEL ►�-' r e 7 � 11111JIARFR[Sl G03 _ 2. DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with „ruin„ Structure height: AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1st Floor: J I—( 5 5 e Z �� t 2nd Floor: 3rd Floor: Basement: Garage: 1431 Total deck: Total porch: 705 Other: Other: Other: 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? 0 YES g NO Is a monitored fire alarm being installed? 0 YES to NO Are retaining wall(s) being built? 0 YES 111 NO Are structural plans required? ❑ YES El NO 4. PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? If yes,you will be required ❑ YES 5g1 NO to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the property located in a flood zone? ❑ YES NO If yes, list the flood zone designation: C. Are there slopes in excess of 15%on or abutting the site? If yes,a ❑ YES isgNO geotechnical report will likely need to be submitted. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 8 of 19 t'I' v PLANNING,COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT I e Mailing Address:P.O. Box 547,Anacortes, WA 98221 1 Nor.. '"� Office Location:904 6th Street,Anacortes WA 98821 \�+g `'� Phone:(360)293-1901 FORM BP-3: PLUMBING AND MECHANICAL FIXTURES MECHANICAL Equipment Type: Appliance/Equipment Information(new and relocated): 1 Total#: Furnace: Gas#: Elec#: j„.._ BTU: Other#: Wall Heater: Gas#: Elec#: 3 Other:#: Location(s): 7 3 Gas Water #: Location(s): 134,46-"' p Heat Pump: Elec#: Other#: Capacity: Air Conditioning: Elec#: Other#: Capacity: Radiant/Hydronic Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: a Laundry#: ` Other: 3 Range Hood: #: ! Location(s): ll,t -t,\NQh Fireplace: Gas#: Elec#: Other:#: Location(s): Clothes Dryer& Duct: Gas#: Elec#: I Other:#: Location(s):J041 1 Stove/Range/Oven: Gas#: Elec#: l Other:#: Location(s): I Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: ,#: Location(s): TOTAL MECHANICAL OUTLETS: 61 PLUMBING Fixture Type(new and Total#: Fixture Type(new and relocated): Total#: relocated): Water Closet(Toilet): _ Refrigerator water supply(for water/ice ' Kitchen Sink: I Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: I Water Piping: Hand Sink: ?j Clothes Washer: Shower: Z Electric Water Heater: Tank-less? Yes 0 i Dishwasher: 1 Backflow Prevention Assembly: Hose Bib: a_ Other: TOTAL PLUMBING FIXTURES: 1"j Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 10 of 19 y rlr PLANNING,COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT r' Mailing Address: P.D. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 Phone:(360)293-1901 D. Are there critical areas or buffers on or abutting(within 300-feet of)the YES ❑ NO project site? If yes,a critical areas report will likely need to be submitted. InLAJ c,4 E. Is the lot less than 5,000 sq.ft. in area? ❑ YES itiC NO If yes,your site and building will need to comply with the standards in AMC 19.43.010.C. F. Is your project involving an accessory dwelling unit? ❑ YES t NO If yes,your site and building will need to comply with the standards in AMC 19.47. G. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑ YES 'EA NO (about 1 log truck load)of timber be harvested? If so you may need to obtain a forest practices permit from DNR. H. Is this project subject to the SEPA process? If yes,you will be required to El YES NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true,correct,and complete to the best of knowledge and belief. .. 1-45 ('"?.. ignature Date � . 4' Printe Name Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 9 of 19 � PLANNING,COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 'i` Phone:(360)293-1901 FORM BP-5: STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATION 1. PROPERTY WHERE WORK IS OCCURRING DDRESS: k-kIJ 0aAc.0-5 PARCEL NUMBER(S) 56 V 4104- 2. GENERAL INFORMATION Most development within the City of Anacortes that involves disruption of soils,or construction of buildings, streets,parking lots,etc.requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed(grading,vegetation removal),or the amount of hard surface that is created or replaced on a site(building footprint,concrete,asphalt or gravel parking,sidewalk,etc.) This form is largely targeted for small projects and single family residences. For larger projects and more information please refer to the Anacortes Municipal Code(Chapter 19.76 Stormwater Management)and the latest Washington State Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). 3. HARD SURFACE AREA CALCULATION Please calculate your project's hard surface amount;guidance is provided on the next page of this document. Use your project's total hard surface calculation to follow the flow chart(s)in this packet and determine the level of stormwater management required for you project. When determining your permit level or if stormwater thresholds are met or exceeded the entire project must be considered. A project is that portion of a property, properties,or right of way subject to land disturbing activities, new hard surfaces and replaced hard surfaces. The hard surface on your property will determine the storm water utility fees and the stormwater general facility charge. All new or replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code and Ecology Manual that may assist you in preparing this information. "Hard surface area"means an impervious surface,a permeable pavement, or a vegetated roof. "Impervious surface"means a non-vegetated surface area which either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A non-vegetated surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. "Replaced impervious surface"means,for structures, the removal and replacement of impervious surfaces down to the foundation. For other impervious surfaces, the removal down to bare soil or base course and replacement. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 13 of 19 y rl PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT j C WOW. Mailing Address:P.O. Box 547,Anacortes, WA 98221 [ Office Location:904 6th Street,Anacortes WA 98821 � r' Phone:(360)293-1901 co Land disturbance Description Total (SF) Total Area of Land disturbing activity Total area converted from vegetation to lawn or landscaped areas Hard surface area calculation _ Existing Removed Proposed Proposed Description (SF) (SF) Replaced New (SF) (SF) Non Pollution Generating Hard Surface Area \ (Sidewalks, paths,patios,etc.) Pollution Generating Hard Surface Area (ç3 (Driveways, parking areas,etc.) Total Hard Surface e tp Site Size .}i) 0 1 � Existing impervious surface /coverage% % (sq.ft.hard surface/site size) Use the information in the above table to navigate the flow chart(s) on the next page and determine the applicable stormwater management minimum requirements for your project. Then complete the applicable Stormwater Minimum Requirements Form on the Public Works- Engineering Department Forms website and provide required submittal items/plans. 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OZLZ \ ZJ'.'" rt.,' t SA ; out° r 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed Above from the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name:_ Site Address: NWN C, AVAli . pare 1790 Lob Prepared By:____2e43 yam,} The Stormwater checklist or building permit determined that: 1.1 The 13 elements must be addressed t_I These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq.ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the BMP's that will be applicable to your protect. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits if Before beginning land disturbing activities, including clearing and grading,clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. ,( Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. ELEMENT 2: Establish Construction Access p` Limit construction vehicle access and exit to one route, if possible. Ll Stabilize access points with a pad of quarry spells, crushed rock, or other equivalent BMPs,to minimize tracking onto roads. t 1 Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. t I If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary(ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. [I Conduct street washing only after sediment is removed in accordance with the above bullet. Li Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 3: Control Flow Rates 1' Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. I Where necessary to comply with the bullet above,construct stormwater retention or detention facilities as one of the first steps in grading.Assure that detention facilities function properly before constructing site improvement(e.g. impervious surfaces). U If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. ELEMENT 4: Install Sediment Controls Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. n Construct sediment control BMPs (sediment ponds,traps,filters, etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. IA Minimize sediment discharges from the site.The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. Li Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. U Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. U Where feasible,design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. ELEMENT 5: Stabilize Soils 7( Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to:temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM),the early application of gravel base early on areas to be paved, and dust control. U Control stormwater volume and velocity within the site to minimize soil erosion. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. / Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1 —Sept 30):7 days o During the wet season (Oct 1 —Apr 30): 2 days rl Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather Version Date: October 7, 2019 Previous Version Date: February 20, 2019 forecast. y( Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets,waterways, and drainage channels. Rf Minimize the amount of soil exposed during construction activity. f1 Minimize the disturbance of steep slopes. yl' Minimize soil compaction and, unless infeasible, preserve topsoil. ELEMENT 6: Protect Slopes I i Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex:track walking). Divert off-site stormwater(run-on)or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. H At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o "Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site,the analysis must use the temporary or permanent project land cover condition,whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM)to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. U Place excavated material on the uphill side of trenches, consistent with safety and space considerations. I Place check dams at regular intervals within constructed channels that are cut down a slope. i I Consider soil types and its potential for erosion. U Stabilize soils on slopes, as specified in Element 5. l.I BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. Version Date:October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 7: Protect Drain Inlets ❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. [_] Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage(unless a different standard is specified by the product manufacturer). i Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. Li Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. Li Inlets should be inspected weekly at a minimum and daily during storm events. ELEMENT 8: Stabilize Channels and Outlets i I Design, construct,and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o "Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. [[ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. U The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. ELEMENT 9: Control Pollutants •r' Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. ,-r Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. / Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. /41 Conduct maintenance,fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. [ I Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water,such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources.The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters.Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. f I Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. Li Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. Woody debris may be chopped and spread on site. i Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations,fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. }( Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. ELEMENT 10: Control De-Watering t I Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. Ti Discharge clean, non-turbid de-watering water, such as well-point ground water,to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State"may exist on a construction site as well as off site;for example, a creek running through a site. u Handle highly turbid or contaminated dewatering water separately from stormwater. t I Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. [I Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. I Discharging sediment-laden (muddy)water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. Ct -eat Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 11: Maintain BMPs 4 Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. pf Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. V Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction.All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. ELEMENT 12: Manage the Project—Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead(CESCL)for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector,who shall be present on-site or on-call at all times. yi' Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. inspection and monitoring—Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. „Pr/Maintain, update, and implement the SWPPP. Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan(e.g., subdivision approval). i From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. Li The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 13: Protect Low Impact Development BMPS If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. Waeag,ertilAAA 4/2-4 App icant Signature Date Version Date:October 7, 2019 Previous Version Date: February 20, 2019 Storm Water Drainage Report Minimum Requirements 1 through 5 7+1Cia c;" Minimum Requirement 1 through 9 Co ENGINEERING DEPARTMENT 904 6th Street Anacortes, WA 98221 www.anacorteswa.gov Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: -A- F.an\P ) .\3 %115 si'crk't9. GeV. -1t) $'E IN-rq -►D e ' T -�l gM{] toG • 'Pa2:F=.2p.`T .-T> 431 GOH0..arZn iE • $ Kt r a •S I r - m 2 1,eerxia,.,yr 9 Project Address: Z"1oZ- 211 C=A<ES M Submittal Date: OC.p.Z1•ZOZ.I Parcel Number: PSe,ZCag Revision Number: 2_ Permit Number: Reviewer: '-eNi?t.-c L ,,U'E Acceptance Date COA : t7lo•Zit •ZUZI S FRONT OF REPORT: Submittal Checklist: (All items listed below are required for a complete subm al) o Cover Sheet (Preparer to Provide): Project title, Location, Revision dates, Engineer's Stamp o TAB 1: Minimum Requirement#1 — Preparation of Stormwater Site Plans o TAB 2: Minimum Requirement#2 —Construction Stormwater Pollution Prevention (SWPP) o TAB 3: Minimum Requirement#3 —Source Control of Pollution o TAB 4: Minimum Requirement#4 — Preservation of Natural Drainage Systems and Outfalls o TAB 5: Minimum Requirement#5 —On-site Stormwater Managements — t o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1) o APPENDIX 3 - Model Soil Management Plan for BMP T5.13 o APPENDIX 4- Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 5 - Site Plan with all applicable information (Minimum Size 11x17— 30 scale) �oREND! 6 n.,eumented Site Phot s Nn_rth - -East-awest) 4'4'1441 -BI.,i: to the pefar-y-6aFti tar^G8,_ Stormwater Management Requirements: o Refer to the 2012\14 Department of Ecology Manual, as amended in 2014 for further required information. o See also, City of Anacortes Municipal Code 19.76 for additional information o See also, current Engineering Development Standards, Chapter 2- Storm Drainage for additional information. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Project Description and Summary: Summary Table _ Existing Proposed Development Type_=�C ,) �, p � Number of Lots Lot Acreage in SF L4 k® , t.J Soil Type(s) 1,570 t SciJ levies, 36Z tA,thewl Let.14.4 570 Site Sediment Transport Score (High, ti,,) �� WAS Depth to Ground Water Table (Feet hes) , � , Pc_- (See completed Soils Analysis1Volume 1, Chapter 3.1.1) Infiltration Rate during Rainy Season (Inch\Per Hour) - c.i,' Impervious Surface (on-site) 9-7-7g Impervious Surface (off-site) _New and Replaced Hard Surface Total (SF) � ' -7-72e Lot Coverage (Percentage) 63 ado BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils Water Quality Method_(Minimum Requirement 6) , Water Quantity Method (Minimum Requirement 7) Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction PhasinglSequence) M' t I.b fC- 91 ynixtim atom of- halivt k `m'i? ►, a r tpl7's aOFM 2 O a h , �,.611- *U �t O-- Developed Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces, proposed contours) Drainage Basin (2007 Storm Corn Plan—City websitelpublicworkslengineering\comprehensive plans): What Drainage Basin are you in? ► l7 Identify any downstream drainage issues (Storm Comp Plan: If so, describe: Complete the Applicability Requirements—Flow Chart (Figure I-2.4.1 Attached, Figure 1-2.4.2 Attached and Figure I-2.5.1 Attached) - Highlight the path and attach Version Date: October 7,2019 Previous Version Date: February 20, 2019 Start Here Does the site have 35% Yes See Redevelopment Minimum or more of existing ► Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). No Does the project convert acres or more of vegetation to Does the project result it lawn or landscaped areas, or 5,000 square feet. or No convert 2.5 acres or moire of greater, of new plus ! native vegetation to pasture'? replaced hard surface area? No Yes 4 Yes Does the project result in 2 000 V 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 #t disturbing activities of 7,000 through #5 apply tothe new square feet or greater? Yes and replaced hard surfaces and the land disturbed_ No V Minimum Requirement#2 applies. ,cce t OIr,Zq. 2o2_.1 S►z �- ,,, Figure 1-2.4_1 Flow Chart for Determining Requirements for New Development DEPARTMENT OF Revised June 2015 ECOLOGY Please see trt l+wnw.ec} wa.govecopy'ptfstaniiicr capyrlgnt iot!cce IrtclL1tng permissions. State of Washington tarnitator or flaDilltlr,and aisdavner. version uaie: uciooer r, LU'ftJ Previous version uare: reoruary zu, Lulu TAB 1 (MINIMUM REQUIREMENT 01) • 1-2.5.1 Minimum Requirement#1 - Prepare a Stormwater Site Plan - 1.3-Preparation of a Stormwater Site Plan - 1.3.1 - Stormwater Site Plans: Step-by-Step Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. 1-3.1,1 Step 1 - Site Analysis: Collect and Analyze Information on Existing Conditions Site analysis shall be submitted as part of the Existing Conditions Summary above. Part of the information in this step should be used to help prepare the Construction Stormwater Pollution Prevention Plan. Purpose of the Site Analysis is to provide for a Low Impact Development site design that is intended to compliment the predeveloped conditions of the site. Its ,� - f\X) ktak s -54 aJ✓= rf ' ,i= t -9 (Nt v17A) `V+ Opt ar% prope4m . 1-3.1.2 Step 2 - Prepare Preliminary Development Layout Wtilwa 11t wyj -4r cl/4 Based upon the analysis of existing site conditions, locate the buildings, roads, parking lots, landscaping features, on-site stormwater management BMP's, and preliminary location of stormwater treatment and retention/detention facilities for the proposed development. �► f' ' 1-3.1.3 Step 3- Perform Off-site Analysis (at Local Agency's Option): Use additional Sheets, if necessary, Ecology recommends that local governments require an off-site analysis for projects that add 5,000 SF or more of new hard surfaces, or convert 3/4 acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off-site analysis extends to % mile downstream of the project site. 1 J -f`G OM r O pcv1 r - a44 /,,lj$s 1-3.1.4 - Determine Applicable Minimum Requirements Establish project size thresholds for the application of Minimum Requirements to new development and redevelopment projects. Figures 2.4.1 (Attached) and 2.4.2 (Attached) provide the same thresholds in a flow chart format. Based on the preliminary layout, determine whether Minimum Requirements #1 through #5 apply to the project; or, whether Minimum Requirements#1 through #9 apply. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Please note, that Minimum Requirement#1 through#5 may trigger additional Minimum Requirements, such as Flow Control. 1-3.1.5 Step 5- Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) I�� k- ►S =�u t r n .► .%.it oe A P. �r - OD l T)or-jp*(_ ►S �rLe.-J �0�-�12 mt �cr�n VC' t . P - 1-3.1.6 Step 6- Prepare a Construction Stormwater Pollution Prevention Plan (MR#2- 13 Elements) Refer to Chapter 11-3-Planning fora detailed description of each element. See also attached Tables 4.1.1 (Source Control BMP's by SWPPP Element) and Table 4.2.1 (Runoff Conveyance and Treatment BMP's by SWPPP Element). See attached 13 Elements of a SWPPP, please complete and attached 1=-f -T B Z-. i62- 1-3.1.7 Step 7- Complete the stormwater site plan The Stormwater Site Plan encompasses the entire submittal to the Local Agency with drainage review authority. Refer to this section of the Manual for further clarification of each item and what is required. See below: • Project Overview • Existing Conditions Summary • Off-site Analysis Report • Permanent Stormwater Control Plan • Construction Stormwater Pollution Prevention Plan • Special Reports and Studies • Other Permits • Operation and Maintenance Manual • Declaration of Covenant for Privately Maintained Flow Control and Treatment Facilities. (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Declaration of Covenant for Privately Maintained On-site Stormwater BMP's (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Bond Quantities Worksheet, if applicable t\4A. 11-1-‘,,s. c t , Version Date: October 7, 2019 Previous Version Date: February 20, 2019 1-3.1.8 Step 8 - Check Compliance with all Applicable Minimum Requirements A Stormwater Site Plan as designed and implemented should specifically fulfill all Minimum Requirements applicable to the project. The Stormwater Site Plan should be reviewed to check that these requirements are satisfied. ALL- 1 P��n 5 RA . Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 2 (MINIMUM REQUIREMENT#2) • 1-2.5.2 Minimum Requirement#2—Construction Stormwater Pollution Prevention Plan (SWPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4.1.1 Source Control BMP's by SWPPP Element Element#1 Element#2 Element#5 Element#6 Element#9 Element#11 Element#12 Element#13 Preserve Establish Protect Low BMF or Element Name Stabilize Protect Control Maintain Manage the Vegetation/Mark Construction Soils Slopes Pollutants BM Ps Project Impact Clearing Limits Access Development BMP C101: Preserving Natural Vegetation ✓ BMP C102:Buffer Zones ✓ ✓ BMP C103:High Visibility Plastic or Metal ✓ ✓ Fence BMP C105: Stabilized Construction Entrance!Exit BMP C106: Wheel Wash ✓ BMP C107: Construction Road/Parking ✓ Area Stabilization BMP C120:Temporary and Permanent ✓ ✓ Seeding BMP C121: Mulching ✓ ✓ BMP C122: Nets and Blankets ✓ ✓ BMP C123: Plastic Covering V BMP C124: Sodding ✓ BMP C125: Topsoiling(Composting ✓ BMP C126: Polyacrylarride for Soil Erosion ✓ Protection BMP C130: Surface Roughening ✓ ✓ BMP C131: Gradient Terraces ✓ ✓ BMP C140: Dust Control ✓ BMP C150: Materials On Hand ✓ ✓ BMP C151: Concrete Handling V BMP C152: Sawcutting and Surfacing ✓ Pollution Prevention BMP C153: Material Delivery, Storage and ✓ Containment BMP C154: Concrete Washout Area ✓ BMP C160: Certified Erosion and ✓ ✓ Sediment Control Lead BMP C162: Scheduling V Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element ..: .. Barnard*4 Element 03 Etereeht it3 Eletrent ti6 Element A7 Etermt11" Element Ira Element#10 Prott P int:tall Stabilize • Pr ote-ct LOW IMP cr FAD-Front Naive Control eciotect Control Control De- Sediment Channels, Impact Plow Rates Slane% MaIn Inlets Poeutacts Via terinu - ., C224-91.e.„. and Oudot.% )(rye Iowa ti t ONIP COO: lotercepter Dike and Swale •/' 17 tillAP C201: Grua-tined GhamriaIs V .. ... ..._ _ 6144P C202:Channel Lining i „ ..„._ ...<2,44.....r.,..,......... V 1— , aDAP C203: Wacky Bars vi vi • BMP C204: Pipe Slope Dratne ••••.•,•••-...oamiwy..... .............., '- o • 1301tP C206: Subserfaze Drains - ./.. • _ BMP C208: Level Spreader v" .....,..”••••fte. ..• EiMP G207: Check Dag v/ *,/' ....--- , arm',C208: Triangular St Dike trileotextito %/ / Emended Check Dam) BMP C208: Outlet Protection •/ BMP 0220: Storm Drain Inlet Protection. i • . , ._ •,----- 121MP G231: Brush Barrier / / BMP C232.; Gravel Filter Seim V MP C233: Sill Ponca .1/ 1 • BMP G2341 Vegetated Strip . i V - - .......a................ BMP C236: Ittattle$ vf ,_ ---t , „ BMP G236: *gingiva Filtration BMP C2401 Sediment Trap V 4/ BMP G241: Temporary Sedfxnent Pond 4/ , ..a............ ...............4.1**1, ''C. LIMPLIMP60 G2 : onstrinction Stentrealer Chemical Treetrivirt OMP C251:Construction Stemma°r , i Filtration • BMP C252:High pH Neutralization Liting i ,CO; . BMP G253::pH Control for High p11 Water , V ! i Version Date: October 7, 2019 Previous Version Date: February 20, 2019 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed Above from the 2014 Stormwater Management Manual for Western Washington (SWMMVVW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: J1t Site Address: phi Mac, Piro Prepared By:. 2-erj2P_ t._ The Stormwater checklist or building permit determined that: The 13 elements must be addressed / These elements must be addressed for construction activity adding under / for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, provide the 13MP's that will be applicable to your project. Use the attached Tables provided. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits ' Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. VAA L1 \t \': ELEMENT 2: Establish Construction Access Limit construction vehicle access and exit to one route, if possible. 1" Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. 7. if sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. Conduct street washing only after sediment is removed in accordance with the above bullet. _ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. C 409�d ? pclo7�'f`� t21) ion p,.-e Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 3: Control Flow Rates fi._ Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. ep4polor y #4 , 5 tom- 15 FL...k.'f'• 1 LL. e..J s . 1S`1t 6 ELEMENT 4: Install Sediment Controls Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. .1 Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. NOP 5)1,p C 2- P• zi5j141 5�,, �, A L�iv►b ONC IES ELEMENT 5: Stabilize Soils Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. Control stormwater volume and velocity within the site to minimize soil erosion. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1 —Sept 30): 7 days o During the wet season (Oct 1 —Apr 30): 2 days Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather Version Date: October 7, 2019 Previous Version Date: February 20, 2019 forecast. Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Minimize the amount of soil exposed during construction activity. Minimize the disturbance of steep slopes. Minimize soil compaction �and, unless infeasible, preserve topsoil. Q L,111 ''S 1 c_ C - tea to-r L l 4-, —r . &NJ -5 F AA- - USe; iax 'T'c . ELEMENT 6: Protect Slopes Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex; track walking). Divert off-site stormwater(run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o '`Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site,the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWNM)to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor, _ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. Place check dams at regular intervals within constructed channels that are cut down a slope. Consider soil types and its potential for erosion. Stabilize soils on slopes, as specified in Element 5. BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. l`a f—1•• St_. %?—,5 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 7: Protect Drain Inlets Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. f' Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. Inlets should be inspected weekly at a minimum and daily during storm events. e —e_220 'f vE\7 ELEMENT 8: Stabilize Channels and Outlets Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains fisted in Element 6, above. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. i N�}t i l .,-ate S ti- OvT 51 Sc ELEMENT 9: Control Pollutants Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. H Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. Version Date; October 7, 2019 Previous Version Date: February 20, 2019 Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. f Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas, Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. .. Woody debris may be chopped and spread on site. 2/Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. r Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. c1P 61 I 'MP C19-3, ELEMENT 10: Control De-Watering Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. Handle highly turbid or contaminated dewatering water separately from stormwater. Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swate for small volumes of localized dewatering. Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. n Cxdt Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 11: Maintain BMPs Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. 1". Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. D\ ca_\C. e a(sba- , LL. v V7^24: 6b2. C f ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL)for site inspections. Projects subject to Minimum Re uireme is 1-5 do not require the inspector to be certi ied. By the initiation of construction, the SWPPP must identify the CESCL or inspec or, w o s al be present on-site or on-call at all times. Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. Inspection and monitoring— Inspect, maintain, and repair ail BMPs as needed to assure continued performance of their intended function, .z Maintain, update, and implement the SWPPP. E Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). .1 From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76, Stormwater. L The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and ff � installed erosion and sediment control facilities.�r/�` N' al ,ter r_d 0-74s1 ' et e r --caM �N � Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ELEMENT 13: Protect Low Impact Development °MPS If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. 'PAoilAi J — J 14 / ova Appli anf Signature Date Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 3 (MINIMUM REQUIREMENT#3) • 1-2.5.3 Minimum Requirement#3—Source Control of Pollution All known, available and reasonable source control BMP's must be applied to all projects. Source control BMP's must be selected, designed, maintained according to the reference Ecology Manual. The intent of source control BMP's is to prevent stormwater from coming in contact with pollutants. They are a cost-effective means of reducing pollutants in stormwater, and, therefore, should be considered in all projects. Single Family Residential Construction Projects and Residential Subdivisions are Exempt from this Minimum Requirement All Commercial Properties, Industrial Properties, and Multi-Family Properties, Boatyards, Sand and Gravel Mining Opertations are required to comply with this Minimum Requirement. Refer to Chapter IV-2.1 Applicable (Mandatory) Operationsal Source Control BMP's Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 4 (MINIMUM REQUIREMENT#4) e Minimum Requirement#4— Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained and discharges from the project shall occur at the natural location, to maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down gradient properties. All outfalls require energy dissipation. The objective is to preserve and utilize drainage systems to the fullest extent because of the multiple stormwater benefits these systems provide; and to prevent erosion at the downstream of the discharge location. Refer to the reference manual for supplemental guidelines and additional information under this section. Will this project disturb the Natural Drainage System or Outfall of the project Site? Yes\No. If yes, refer to section 1.2.5.4 for Supplemental Guidelines for additional information. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 TAB 5 (MINIMUM REQUIREMENT#5) • Minimum Requirement#5—On-site Stormwater Management Project thresholds that trigger Minimum Requirements#1 through#5, shall utilize the On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1; or, Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7—Infiltration and Bioretention Treatment Facilities to achieve the LID Performance Standard. Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria for List#1 and List#2. Is this project Flow Control Exempt? DES (Yes\No) (See Appendix l-E: Flow Control-Exempt Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum Requirement#7: Flow Control). If No, then the project triggers Minimum Requirement#7 (1-2.5.7) and possibly Minimum Requirement#8 (1-2.5.8). view %rsAuzx- P Tr-, • DC —Fa").-� i Gia S-►N- -(_i 1 Dv• o,i.!• 1v'A O e. -ra 'rrka. If the project is Flow Control Exempt, select from the list below(Skip List 1 and List 2). o BMP T5.13 Post Construction Soils Quality and Depth o BMP T5.10A: Downspout Full Infiltration, or; o BMP 10B Downspo Dispersion Systems, or o BMP T5.10C: Performated Stub-out Connections, or o BMP T5.11 Concentrated Flow Dispersion, or; o BMP T5.12 Sheet Flow Dispersion Projects triggering only Minimum Requirements 1 through 5, shall either: A. Use On-site Stormwater Management BMP's from List#1 for all surfaces within each type of surface in List#1, or; B. Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP's as described in Chapter V-7 Infiltration and Bioretention Treatments Facilities to achieve the LID Performance Standard. If a project will utilize the LID Performance Standard, then provide and attach reports and calculations. Stormwater discharges shall match developed discharge durations to pre-developed durations for the range of pre-developed discharge rates from 8% of the 2-year peak flow to 50°%0 of the 2-year peak flow. Refer to the Standard Flow Control Requirement section in Minimum Requirement 7 for information abou the assignment of the pre-developed conditions. Project sites that mus also meet Minimum Requirement 7— Flow Control, must match flow durations between 8% of the 2-year flow through the full 50 year flow. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Projects triggering Minimum Requirements 1 through 9, must meet the requirements in 1-2.5.5 Minimum Requirement 5—On-site Stormwater Management. o Refer to Table I-2.5.1 On-site Stormwater Management Requirements for Projects Triggering Minimum Requirements 1 through 9 in the Department of Ecology Manual. All sites are required to utilize BMP T5.13—Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is considered feasible. No other on-site Stormwater Management BMP is necessary for that surface. Feasiblity shall be determined by evaluation against: 1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and; 2. Competing needs criteria listed in Chapter V-5—On-site Stormwater Management. Lawn and Landscaped Area: • BMP T5.13: Post-Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP. http://www.soilsforsalmon.orglpdf/Soil BMP Manual.pdf See Appendix 3 for the "Model Soil Management Plan for BMP T5.13"to be submitted with Drainage Report and Application Material. An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSl Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 9 — Survey performed by a Professional Land Surveyor The object of this appendix is to ensure that the property has a minimum of 3 out of 5 property corners visible to ensure that the structures are placed within the required setbacks. ceuw9 COVIVILIT4 gfAi4r1*°1 lAiPk 19114'16614 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 N 1 0 1 N 1 m C. - / 366/ 1 N o - l MON'T IN CASE to o / - �� 1 TACK IN(APRIL Zola) )2TH STREET C. O rto o — - "la / 1 Teo / - \ +_ O N o 00 - is, / 1 .�5;Psi k0. 1 ,, r ri A • \ -1S \ 1 j In • INDICATES HE:.D PER PREVIOUS W. / \ b e i02 ..§ \ 7 I In SURVEYS, SEE NOTE NO. 3 4 \ t / O \ Ad \O . G I Q 4,As qa AO, \ t n Q / so,Al S e... 0 3007 2 '� 1 5 111 \Aa AO 1. k C. Qy� O n OG ` I\cr.\-- s \ - � t v di s MON'T IN CASE \ AO. 10 0 0. \ °5 Q F° 'Cn R� P �: - / - 1.TH STREET B DISK $ No.. 3go.6' \\\Pf�• \ �C�>��OJ 19�- - -- - - — WITH PUNCH \ g 1 2 1 �:-�, \ $ \ p' (APRIL 2019) p A°3 /,3O`� y `A' se }'5. ,N % t \ 0 /IN�- �0 MON'T IN CASE �, µaa° \y4° ! 3 _ 1 4/,y, BRAss DI5r vYi UNCH �1� ��i� \ L. k \\ ` .1 /y .A°I0� (APRIL 201A) °o\� - b 203 ate'' X. / - O ...A 1 -\ GVr oh' r1=� / Q `vz �6 t b SS-- ` yam. % -1 , o i a ° , :� ✓ $r_ 1 D O ` L g P= 5 1 y SI y ©• a ? /3°� • ® \ LINE TABLE /3lA ' I NUM BEARINS DISTANCE \ 'E AO LI N69'43'05"E 59.99' 'a — /A3�' \ 12 520'16'55'E 100.00' L5 N69.43'05 E 5q.9q' \ / p " O b 1 14 I.Y�9°43'OS"E Sq,94' V , / - AO \ d ,N L5 N20°16'SS"W 10000' nn \ 5 O Lb N69.4505"E 5q.gq' A 16 LT 520°16'55"E IODAO' \ --4 b OG� Oa ` 6 p $1m \ Sy- ` • �00 \ EXI5 T IN6 CORNERS FOUND A ggq5' P Q t FOUND 1/2" RBR/CAP "360" 0.1' E OF CALCULATED °E 1 ®= FOUND 5/8" RBR/GAF "JJV 4 ASSOC ' 02' E OF CALCULATED N 1 AO` % •A9'09 ,9d' \ O \ © = FOUND 5/8" RER/CAP 'JJV d A550G." A7 LOR'L�: .144, 4' P I ` 3 % \ 0 = FOUI9 1/2' RBR/CAP 'PENT" O P N OF CALCULATED E ` \ QE " POUND I/2' RBR/CAP 'PEM" O.1' N d 0.1' E OP CALCULATED \ I q°A3 p5° h F ! Cry' = FOUND 1/2" RBWGAP "PEM' O.1' K d 0.1' E OF CALCULATED \2 b OS \ ®= FOUND 1/2" RBR/CAP "PEW 0I' E OF CALCULATED 4 NO 6 .1 ` ` / ©= FOUND 1/2' FOUND 1/2' IRON PIPE 0.2' 5 t Cl' IA OF CALCULATED � S\O; 8 vOv IQ: FOUND 1/2" IRON PIFE 03' N OF CALCJLATEA i p, A ` 1. Q a FOUND 1/2" IRON PIPE 0.3' N 4 O.I' E OF CALCULATED O, £ \0 \ AS p ' I / - 0 50 60 120 180 1 $ aa• - \IIHO - / p- �y 5 •ALE, I" = 60 DILAPIDATED SHED \ �� y. 94 • . . 'fL -C'' , U• ' /-Sba.A�Oy� ,J�0E V' �/ to {CET 2 OF .� DATE. 5/02/11 1 / `� �,s. i� SURVEY IN A PORTION OP / - t," BOVERNMSNT LOT I \.......... ... ...------ I l ,..t . SECTION 23, T. 35 N., R. I E., V'{.M. �V.�`" g" SKA6IT COUNTY, INA5HINFTON GALLO' FORr NATE SGOTT rZ(f' FB:485 P6.42 LISSER E ASSOCIATES, PLLG SCALE: I"=60' SURVEYV MERIDIAN, A55J1 MOUNT VER1�N, NA48n9 360-414 1 4EP 442 Dk'lS, I4-O4O ROS ? I -I ; 40' • ,ftA issr) SIts _etas R " IV�L5 PT ' % S ' � tic • y � tJa 1t9 Rbd pe 1N G dt s� p ( ' " N~WV" ' 1. �•.�� \-' e y`2 r10" 15 °� ' ` � -p�,^IA \lo�o I. a tea-. was 1 � row {yam 1t [� WET t4'1 1>4fe1/° qti bC"' "s4 1100? far VaCk y}1 pe•{ l° e't N ga SOF AST tl 1p piy 1• lcp.a °l5, @lam yta„ t Td S t Td SQ Pl - 1fIGIG �°� df� O8d IT ¢l5T' gtw � ,p2 spa p3 1 � �1 v curie2 CO f 0 ? �r iarl3', ' 1003 Oka( v b 0 y0 1 IJE, � � AL 4d exam k-vo (l • q 0Q2 10151 y9 SP pat 11aC� L tp1 v.� .��a1N� p3a�a, � 2� Ar TO tt AN a, T ash, t le` 0 v�,=,la�rs�'• A 1 { f? 412 pez C i. tegv 11Yas G _fl+e 9 n° `' lwsta 4 t 1a 1zTM °ta 4Aeeo Elzts. INS a J^ fT 0p Y 5T TQQL SPttYadla 'COS g Tanz,4� s,fe Cz c. -c - to0404;04 non p.a.giro\ a ° `tit Se.irefk ozeultA VS testea foOY ' �1 plldlaP"� ,e4)' df61.S , . lirkstk -- .,/ .00 Its kips {I, 10 SNE txe 5 AlId G dN 91.0.1 it \L____________ �, ; Of d aP ifi 15( IVItt li\ 1l 1 IriLr- lr O,glo �3.T si� si { Mp4 o. VMS'. &CP" N °15 "fiQ ltil fr" P� edt ' yak 1 Of rrcln t��"A+ ik . 14/p• gyp, 9 lrOft. Pc,OC.1 °.-s , Vte lt �Q atts fi cri ,GETS p' 00).0tw' A xl E 0 1.~ )--dad'i„:„..sc- . . ;. �`1as�SJ"_"'J y ` 1�K�'��,iQ�,y,1.y�_ y.1,yT N 'S rci4ke'� s"" , 0 `.I � x`�"� , .... Gov w Q lii _.a&.h _ z - o T1�1� G� {' . 5.g 1.1 rt . O a 4O 3..?yeti tip, 1 44a' 1 es coy, " " APPENDIX 2—Soils Anaylsis (Volume 1, Chapter 3.1.1) �(� f- I S G `ECc PT . tw I US Ne-ucSS , Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 3—Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT. PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages Complete all information on page 1;only site address and permit number on additional pages. Site Address/Lot No.: 1V1444 46 0S 4 P*5re's pt." Permit T e: (tu Permit Number: Permit Holder: Q}fr Phone: Mailing Address: l isZ47 fair I-W,- isth jet .tytA�71 Contact Person: pajam. fyyfrIkd-11 Phone: ,34o- Plan Prepared By: ATTACHMENTS RE UIRED Check o jre aired items that are attached to this plan Site Plan showing,to scale: /Areas of undisturbed native vegetation(no amendment required) New planting beds and turf areas(amendment required) Type of soil improvement proposed for each area Mai Vt 1 id be doctplud _Soil test results(required if proposing custom amendment rates) .�4Prrodi test reesults Po led aame�nd ents AREA# (should match Area#on Site Plan) PLANTING TYPE 1 Turf a Undisturbed native vegetation Planting Beds el Other: 1'Y1 SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION inches(depth)of scarification needed to achieve finished total 12"loosened depth. _Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3,_1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import cu.yards per 1,000 sq.ft. _ _Amend with compost X ,000s sq.ft.in this area _/Stockpile and amend cubic yards of amendment -} -4-4 QUANTITY: CU.YDS. ( ,. cu.yds.stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil&compost lift X 33.11 Amend =cu.yards/1,000 sq.ft. f Stockpile and amend X —,000s sq.ft.in this area ( cu.yds.stockpiled) _ =cubic yards of amendment -+-4-4-+--+ QUANTITY: CU.YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion,to give 2 inch mulch depth) cubic yards of mulch --+-+--r-+--> QUANTITY; CU. YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS(complete on page 1 only, totaling all areassages in this Plan) ❑ Product#1: CIQuantity: en.yds. ❑ Test Results:—%organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"(yes/no) ❑ Product#2: Cl Quantity: cu.yds. ❑ Test Results;„_%organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) °stable"(yes/no). ❑ Product#3: 0 Quantity: cu.yds. ❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for native plants) "stable"des/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 4— Determining Construction Site Sediment Damage Potential (Appendix 7—NPDES Phase II Permit) Note: See attached. All projects within the City of Anacortes are required to complete that document under Appendix 4. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Western Washington Phase II Stormwater Permit APPENDIX 7 — Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. ii. STEP 1 —Sediment/Erosion Sensitive Feature Identification Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; iii. Category I, II, and III wetlands; iv. Marine near-shore habitat; v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. iii. STEP 2—Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. August 1, 2013, Modified January 15; 2015 Appendix dix 7- Determining Sediment Damage Potential Page 1 of 3 Version Date: October 7, 2019 Previous Version Date: February 20, 2019 A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: iv. Sheet flow through a vegetated area with dense ground cover v. Flow through a wetland not included as a sensitive feature vi. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. vii. STEP 3—Construction Site Sediment Transport Potential Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10% or more of the site. If soil testing has been performed on site, the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D) and Erosion Potential (Table of Water Features for step 1.E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating <100 Low ❑100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. AN. (.0 zj6 20 Construction Site Sediment Transport Potential Worksheet A. Existing slope of site (average, weighted by aerial extent): Points 2% or less >2-5% 5 >5-10% 15 >10-15% 30 >15% 50 B. Site Area to be cleared and/or graded: <5,000 sq. ft 0 5,000 sq. ft.— 1 acre 30 >1 acres 50 C. Quantity of cut and/or fill on site: <500 cubic yards CD 500—5,000 cubic yards 5 >5,000— 10,000 cubic yards 10 >10,000—20,000 cubic yards 25 >20,000 cubic yards 40 D. Runoff potential of predominant soils (Natural Resources Conservation Service): Hydrologic soil group A 0 Hydrologic soil group B 10 Hydrologic soil group C Hydrologic soil group D 40 E. Erosion Potential of predominant soils (Unified Classification System): GW, GP, SW, SP soils 0 Dual classifications (GW-GM, GP-GM, GW-GC, GP-G SW-SM, SW-SC, SP-SM, SP-SC) 10 G SM SC soils 20 1 ( 1� CH soils 40 F. Surface or Groundwater entering site identified and intercepted/: Yes No 25 G. Depth of cut or height of fill >10 feet: Yes 25 No H. Clearing and grading will occur in the wet season (October 1 — May 1): Yes 50 No 0 TOTAL POINTS s - 1 If no surface or groundwater enters site, give 0 points. APPENDIX 5—Site Plan with all applicable information (Minimum Size 11x17 at a legible scale) ( Z002OS ' rfe)Cpbei it,1 s aR 1 KO 'It 1 , 1 e- \ r .... .; u . ,._ vil ,} . .__^� tMh1— .,4de)' '�� ,�, 5 a nd ; } ' , J s Vt • • j ,s r� zs-v -) a`'`Azioz#4v- ) ):7115 k ..-..,...-„Pott ki ."-°.--- ' "7-)kt9C4IS ... . -, SnV:5' -,...Z.n. g I \ . \lib i ‘ dC -1 Z) cf\,ct rby 4> • I CI az: ' evZOOEDS06 - C 1 1 lc li ig Is DoId Of11\1;41 1 s 1 - \ \a . 4 l 3. C)t 7 0 dipe �}Qti ,� . Edq. ' • GG HOli1d $d177 ///e et t iiity wll c p Lf3 { u g I \ �V Z i -7 a IR: : �rq tk ✓ ) • •.t w., 160 C171. 11 \ t deg, ,� . ill ---1 I Lie c,.,i. to (lc,' o J i p �V j .4c p . . wL_: ::s... _ . 4 y s 5r-4 1 40011.1 4oct w r W^ M.✓ • it . ----------- /{{ ' `°'min ,.c.•.aww' r ^ram r.'^ ' tt" APPENDIX 6— Documented Site Photos (Show all directions of the site, including frontage) (Insert Photo Here) Location: Description of the photo: Photo taken by: �voRCODEco}Lo 94, Engineering ,,g� � Calculations & Details � 1891 4C0 g [Project] [Date] 1478 - SCOTT 7/27/2021 [Site]........................................................................................................................................................................................................................................................................................................[Rev]_...................................................................................................................................... XXX OAKES AVE ANACORTES, WA 98221 [Client] [Scope]............................................................................................................................ ❑X Lateral Design ExAR ❑ Exterior eoscs L ❑X Beam (Vertical) Loads HOMES ❑X Isolated/Special Footing(s) ❑X Foundation Footings (ONLY) ❑ Foundation Stem Walls ❑ Isolated/Special Conc Wall and/or Basement Walls L Other Ground Load Roof Snow Load Exposure Seismic Zone...........e.................._Wind ASD ?........... Wind ULT [vJq 25 PSF 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. PANE604e' � QE 'MA Syt.� CT ha. CO 55160 �� 4e4 /ONAL El N ST E I ri DESIGN William Obrock,Architect NCARB ph (360)202-8908 ENGINEERS.ARCHITECTS.PLANNERS Carlie Anne Berard, PE AVENUE STE D ph (360)202-8908 NACORTES,WASHINGTON 98221 7/27/2021 U.S.Seismic Design Maps e,,,GINFFS OSHPD A 2 SE CALWORNM Oakes Ave, Anacortes, WA 98221, USA Latitude, Longitude: 48.5075926, -122.6556458 0aaV'e5\I*6 n dot e�vsaIt_ ,61..0 uy�`� d o 20 t+a 14 3Sd gt \isyal IQ Go le ""S` Map data©2021 Date 7/27/2021,7:57:00 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section 11.4.3) Type Value Description SS 1.142 MCER ground motion.(for 0.2 second period) Si 0.406 MCER ground motion.(for 1.0s period) SMS 1.371 Site-modified spectral acceleration value SMi null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.914 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 F„ null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.486 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.583 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 1.142 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.257 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.406 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.456 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 CR1 0.89 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 7/27/2021 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. https://seismicmaps.org 2/2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 1478.wsw WoodWorks®Shearwalls 2019(Update 3) July 27,2021 08:06:29 LeveLLQf1_! 55' HOLD-DOWNS TO SE-S-HE-W-0I 50' 45' 01 A 40' T 11 A 35' L F-1 p__, , A 30 --25' A 20' } 1 15' A A 10' Eel E-2 E•3 C u) - 5' C C I t {� 'r1 0' B-1 L L -5' ill A-1 Fr -9{j' /-: PORTAL FRAMES -10' -5' 0' 5' 10' 15' 20' 20' 30' 35' 40' 40' 50' 50' 60' 60' M Segmented ® Perforated ® Force-transfer I I Non-shearwall ® Aspect factor Orange=Selected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 2019(Update 3) 1478.wsw Jul.27,2021 08:07:34 Project Information DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2018/AWC SDPWS 2015 ASCE 7-16 Directional (All 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 - 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: Wall 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 II - All others Serviceability Wind Speed 85 mph Structure Type Regular Exposure Exposure C 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: 0.406g Ss: 1.142g Shape Height Length Fundamental Period E-W N-S - - - T Used 0.134s 0.134s Site Location: - Approximate Ta 0.134s 0.134s Elev: Oft Maximum T 0.187s 0.187s 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) 7.54 7.50 Loaded at 75% 1 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 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 11.83 0.0 Level1 2.83 10.0 9.00 13.8 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions[ft] Face Type Slope Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y= 0.00 3.75 I North Side 22.7 1.00 Extent X,Y= 50.25 34.25 I South Side 22.7 1.00 Ridge Y Location,Offset 20.88 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 19.00 7.16 West Gable 90.0 1.00 Block 2 1 Story N-S Ridge Location X,Y= 0.25 0.25 North Joined 157.3 1.00 Extent X,Y= 22.75 9.75 South Gable 90.0 1.00 Ridge X Location, Offset 11.63 0.00 East Side 22.7 1.00 Ridge Elevation,Height 16.59 4.76 West Side 22.7 1.00 Block 3 1 Story N-S Ridge Location X,Y= 6.25 -2.25 North Joined 90.0 1.00 Extent X,Y= 10.75 2.50 South Gable 90.0 1.00 Ridge X Location,Offset 11.63 0.00 East Side 22.7 1.00 Ridge Elevation,Height 14.08 2.25 West Side 22.7 1.00 Block 4 1 Story N-S Ridge Location X,Y= 30.25 -12.00 North Joined 157.3 1.00 Extent X,Y= 19.75 22.25 South Gable 90.0 1.00 Ridge X Location, Offset 40.12 0.00 East Side 22.7 1.00 Ridge Elevation,Height 15.96 4.13 West Side 22.7 1.00 2 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 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 lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - - Vert 83500 8d Nail N 6 12 Y 1,3 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 lb/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 Al (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. 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 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 1478.wsw Jul. 27, 2021 08:07:34 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. SEE CALCULATIONS IN NEXT SECTION HOLDDOWN DESIGN ind Loads,Flexible Diaphragm U •er-capacity hold-downs were found on the following walls: Lev- 1:C-1, D-1,F-1,3-1,4-1,5-1 Wind Lo-.s,Rigid Diaphragm Under-cap. 'ty hold-downs were found on the following walls: Level 1:C-1, .-1,E-1, E-3, 1-1 Seismic Loads, -xible Diaphragm Under-capacity hold •wns were found on the following walls: Level 1:C-1, D-1,F-1, ' 1,4-1 Seismic Loads,Rigid Diaphragm All hold-downs have sufficient design capacity. 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). 15 WoodWorks® Shearwalls 1478.wsw Jul. 27,2021 08:07:34 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force[pit] 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 1 Lnl, Levl - S->N - - 844 - - - - - - 9460 - - N->S - - 774 - - - - - - 9460 - Wall 1-1 1 S->N - - 844 - 1.0 - 335 - - 9460 - 1 N->S - - 774 - 1.0 - 335 - - 9460 - Seg. 1 - S->N 29.9 0.0 381 - 1.0 - 335 - 335 4270 0.09 - N->S 27.4 0.0 349 - 1.0 - 335 - 335 4270 0.08 Seg. 2 - S->N 29.9 0.0 254 - 1.0 - 335 - 335 2846 0.09 - N->S 27.4 0.0 233 - 1.0 - 335 - 335 2846 0.08 Seg. 3 - S->N 29.9 0.0 209 - 1.0 - 335 - 335 2344 0.09 - N->S 27.4 0.0 192 - 1.0 - 335 - 335 2344 0.08 Line 3 Ln3, Levl - S->N - - 1407 - - - - - - 2093 - - N->S - - 1201 - - - - - - 2093 - Wall 3-1 1 S->N 225.1 - 1407 - 1.0 - 335 - 335 2093 0.67 1 N->S 192.1 - 1201 - 1.0 - 335 - 335 2093 0.57 Line 4 Ln4, Levi - S->N - - 1054 - - - - - - 1344 - - N->S - - 1013 - - - - - - 1344 - Wall 4-1 1^ S->N 248.0 - 1054 - .94 - 335 - 316 1344 0.78 1 N->S 238.4 - 1013 - .94 - 335 - 316 1344 0.75 Line 5 Ln5, Levi - S->N - - 1057 - - - - - - 2763 - - N->S - - 1136 - - - - - - 2763 - Wall 5-1 1 S->N 128.1 - 1057 - 1.0 - 335 - 335 2763 0.38 1 N->S 137.7 - 1136 - 1.0 - 335 - 335 2763 0.41 Line 6 Ln6, Levl - S->N - - 2291 - - - - - - 7451 - - N->S - - 2298 - - - - - - 7451 - Wall 6-1 1 S->N 103.0 - 2291 - 1.0 - 335 - 335 7451 0.31 1 N->S 103.3 - 2298 - 1.0 - 335 - 335 7451 0.31 Line 8 Ln8, Levl - S->N - - 1783 - - - - - - 15404 - - N->S - - 1740 - - - - - - 15404 - Wall 8-1 1 S->N - - 1783 - 1.0 - 335 - - 15404 - 1 N->S - - 1740 - 1.0 - 335 - - 15404 - Seg. 1 - S->N 38.8 0.0 1153 - 1.0 - 335 - 335 9963 0.12 - N->S 37.8 0.0 1125 - 1.0 - 335 - 335 9963 0.11 Seg. 2 - S->N 38.8 0.0 630 - 1.0 - 335 - 335 5442 0.12 - N->S 37.8 0.0 615 - 1.0 - 335 - 335 5442 0.11 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 C Level 1 LnC, Levi - Both - - 1626 - - - - - - 2093 - Wall C-1 1 Both 260.2 - 1626 - 1.0 - 335 - 335 2093 0.78 Line D LnD, Levl - Both - - 813 - - - - - - 2009 - Wall D-1 1 Both 135.5 - 813 - 1.0 - 335 - 335 2009 0.40 Line E LnE, Lev1 - Both - - 2005 - - - - - - 10046 - Wall E-1 1 Both - - 919 - 1.0 - 335 - - 4605 - Seg. 1 - Both 66.8 0.0 551 - 1.0 - 335 - 335 2763 0.20 Seg. 2 - Both 66.8 0.0 368 - 1.0 - 335 - 335 1842 0.20 Wall E-2 1 Both 0.0 - 0 - 1.0 - 335 - - - - Wall E-3 1 Both - - 1086 - 1.0 - 335 - - 5442 - Seg. 1 - Both 66.8 0.0 351 - 1.0 - 335 - 335 1758 0.20 Seg. 2 - Both 66.8 0.0 735 - 1.0 - 335 - 335 3684 0.20 Line F LnF, Levi - Both - - 1860 - - - - - - 4093 - Wall F-1 1 Both - - 1860 - 1.0 - 335 - - 4093 - Seg. 1 - Both 118.4 0.0 414 - .78 - 260 - 260 912 0.45 Seg. 2 - Both 152.2 0.0 1141 - 1.0 - 335 - 335 2512 0.45 Seg. 3 - Both 101.5 0.0 304 - .67 - 223 - 223 670 0.45 Line G LnG, Levi - Both - - 425 - - - - - - 5139 - 16 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 SHEAR RESULTS(flexible wind design,continued) Wall G-1 1 Both 27.7 - 305 - 1.0 - 335 - 335 3684 0.08 Wall G-2 1 Both - - 120 - 1.0 - 335 - - 1456 - Seg. 1 - Both 20.0 0.0 65 - .72 - 242 - 242 786 0.08 Seg. 2 - Both 18.5 0.0 55 - .67 - 223 - 223 670 0.08 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: 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. 17 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[Ibs] Diaphragm Force[Ibs] [Ibs] [sq.ft] E-W N-S E-W: Fpx Design N-S: Fpx Design 1 55855 1917.1 6804 6804 6192 6192 6192 6192 All 55855 - 6804 6804 - - - - 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. 33 WoodWorks® Shearwalls 1478.wsw Jul. 27,2021 08:07:34 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 1 Lnl, Levi - Both - - 703 - - - - - - 6757 - Wall 1-1 1 Both - - 703 - 1.0 - 239 - - 6757 - Seg. 1 - Both 24.9 0.0 317 - 1.0 - 239 - 239 3050 0.10 Seg. 2 - Both 24.9 0.0 212 - 1.0 - 239 - 239 2033 0.10 Seg. 3 - Both 24.9 0.0 174 - 1.0 - 239 - 239 1674 0.10 Line 3 Ln3, Levl - Both - - 689 - - - - - - 1495 - Wall 3-1 1 Both 110.2 - 689 - 1.0 - 239 - 239 1495 0.46 Line 4 Ln4, Levl - Both - - 467 - - - - - - 960 - Wall 4-1 1 Both 109.9 - 467 - .94 - 239 - 226 960 0.49 Line 5 Ln5, Levi - Both - - 449 - - - - - - 1973 - Wall 5-1 1 Both 54.5 - 449 - 1.0 - 239 - 239 1973 0.23 Line 6 Ln6, Levi - Both - - 1203 - - - - - - 5322 - Wall 6-1 1 Both 54.1 - 1203 - 1.0 - 239 - 239 5322 0.23 Line 8 Ln8, Levi - Both - - 1251 - - - - - - 11003 - Wall 8-1 1 Both - - 1251 - 1.0 - 239 - - 11003 - Seg. 1 - Both 27.2 0.0 809 - 1.0 - 239 - 239 7116 0.11 Seg. 2 - Both 27.2 0.0 442 - 1.0 - 239 - 239 3887 0.11 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 C Level 1 LnC, Levi - Both - - 869 - - - - - - 1495 - Wall C-1 1 Both 139.1 - 869 - 1.0 - 239 - 239 1495 0.58 Line D LnD, Levi - Both - - 629 - - - - - - 1435 - Wall D-1 1 Both 104.8 - 629 - 1.0 - 239 - 239 1435 0.44 Line E LnE, Levl - Both - - 1587 - - - - - - 7176 - Wall E-1 1 Both - - 727 - 1.0 - 239 - - 3289 - Seg. 1 - Both 52.9 0.0 436 - 1.0 - 239 - 239 1973 0.22 Seg. 2 - Both 52.9 0.0 291 - 1.0 - 239 - 239 1316 0.22 Wall E-2 1 Both 0.0 - 0 - 1.0 - 239 - - - - Wall E-3 1 Both - - 860 - 1.0 - 239 - - 3887 - Seg. 1 - Both 52.9 0.0 278 - 1.0 - 239 - 239 1256 0.22 Seg. 2 - Both 52.9 0.0 582 - 1.0 - 239 - 239 2631 0.22 Line F LnF, Levl - Both - - 1260 - - - - - - 2924 - Wall F-1 1 Both - - 1260 - 1.0 - 239 - - 2924 - Seg. 1 - Both 80.2 0.0 281 - .78 - 186 - 186 651 0.43 Seg. 2 - Both 103.1 0.0 773 - 1.0 - 239 - 239 1794 0.43 Seg. 3 - Both 68.7 0.0 206 - .67 - 159 - 159 478 0.43 Line G LnG, Levl - Both - - 417 - - - - - - 3671 - Wall G-1 1 Both 27.2 - 299 - 1.0 - 239 - 239 2631 0.11 Wall G-2 1 Both - - 118 - 1.0 - 239 - - 1040 - Seg. 1 - Both 19.6 0.0 64 - .72 - 173 - 173 561 0.11 Seg. 2 - Both 18.1 0.0 54 - .67 - 159 - 159 478 0.11 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 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. 34 1478 Wind Wind Speed VULr 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 lbs Shear Wall D WD= 600.00 plf Anchor bolt capacity= 900 lbs 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= 760.50 lbs 0.203887 P= 1407.00 lbs Wall line 1-Total Legnth of walls,L= 4.00 ft SW-4-1 C FuPUFT=P*H/L-W*L/2= 1471.50 lbs 0.394504 P= 1054.00 lbs Wall line 1-Total Legnth of walls,L= 8.00 ft SW-5-1 C FuPLIFT=P*H/L-W*L/2= -522.00 lbs -0.13995 P= 1136.00 lbs Transverse Design Base Shear Hold Downs Wall line 1-Total Legnth of walls,L= 6.00 ft SW-C-1 C FuPUFT=P*H/L-W*L/2= 1089.00 lbs 0.291957 P= 1626 lbs Wall line 1-Total Legnth of walls,L= 6.00 ft SW-D-1 C FuPLIFT=P*H/L-W*L/2= -130.50 lbs -0.03499 P= 813 lbs Wall line 1-Total Legnth of walls,L= 7.50 ft SW-F-1 C FUPLIFT=P*H/L-W*L/2= -318.30 lbs -0.08534 P= 1141 lbs Page 1 DATE: 7/26/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: New Project 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 TYPICAL HEADER DIAGRAM BEAM PROPERTIES Start(ft):0 End(ft):7 Member Slope:0/12 Actual Length(ft):7 Roof Pitch:0/12 Area Ix ly BSW Lams G Kcr (in') (in") (in") (lbf/ft) Creep Factor 26.25 123.05 26.8 5.99 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc1 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 Cyr =1 BEAM DATA Unbraced Length(ft) Beam End Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 7 0 7 0 1.00 0.99 1.00 1.00 PASS-FAIL PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(55.0%) 137.2 304.8 0 D+S 1.15 Bending Stress Y(psi) PASS(44.3%) 1536.6 2760.0 3.5 D+S 1.15 Deflection(in) PASS(64.1%) 0.167(=L/502) 0.467(=L/180) 3.5 D+Lr Bearing Stress(psi) PASS(69.8%) 196.0 650.0 0 D+S 1.15 REACTIONS Units for V:Ibf Units for M:lbf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 913 0 1487 1487 0 0 0 0 0 0 0 B 913 0 1488 1488 0 0 0 0 0 0 0 Reaction Location A B LOAD LIST Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Uniform(Ibf/ft) 255 255 0 7 Dead Y Uniform(Ibf/ft) 425 425 0 7 Roof Live Y Uniform(Ibf/ft) 425 425 0 7 Snow Y Self Weight(lbf/ft) 5.99 5.99 0 7 Dead Y PROJECT: New Project 2018 International Building Code ASD Page 1 DATE: 2/10/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: LEVEL: LOADING: ASD LOCATION: GARAGE HEADER CODE: 2018 International Building Code TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1)3.5 X 12 DRY GARAGE HEADER DIAGRAM ..-. - �:_ r�__________ BEAM PROPERTIES Start(ft):0 End(ft):16 Member Slope:0/12 Actual Length(ft):16 Roof Pitch:0/12 Area lx ly BSW Lams G Kcr (in') (in") (in4) (lbf/ft) Creep Factor 42 504 42.88 9.58 1 0.5 1 STRENGTH PROPERTIES 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 Cyr =1 BEAM DATA 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 0.93 1.00 1.00 PASS-FAIL PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(80.4%) 59.9 304.8 0 D+S 1.15 Bending Stress Y(psi) PASS(65.3%) 958.1 2760.0 8 D+S 1.15 Deflection(in) PASS(68.1%) 0.341(=L/564) 1.067(=L/180) 8 D+Lr Bearing Stress(psi) PASS(78.9%) 136.9 650.0 0 D+S 1.15 REACTIONS Units for V:Ibf Units for M:lbf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 877 0 800 800 0 0 0 0 0 0 0 B 877 0 800 800 0 0 0 0 0 0 0 Reaction Location A B LOAD LIST 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) 100 100 0 16 Snow Y Self Weight(lbf/ft) 9.58 9.58 0 16 Dead Y Project Name: New Project 2018 International Building Code ASD Page 1 DATE: 3/1/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR 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 24 X 24 X 12 DIAGRAMS 139'5 PSF 1395 PSF x. V Ly 6" 1' I I 1 . 6 I. I •i' S lf2' I I i i _ - - . 2' — 139'5 PSF 1395 PSF MATERIAL PROPERTIES FOOTING fc'(psi) Ec(psi) Density(Ibf/ft3) Width(ft) Length(ft) Depth(in) Volume(ft3) 2500 2880952 145 2 2 12 4 CALCULATION VARIABLES Bo(in) -X cD-Y 58 0 0 COLUMN Width(in) Length(in) Material Offset(in) 6 6 Concrete 0 SOIL Bearing Strength(Ibf/ft2) Density(Ibf/ft3) 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 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure(Ibf/ft2) 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 LOAD LIST 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: 7/26/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJ.ADDRESS: -- PROJECT NAME: New Project LEVEL: Main Floor LOADING: MEMBER NAME: New Continuous Footing CODE: 2018 International Building Code MEMBER TYPE: CONTINUOUS FOOTING ACI: ACI 318-14 MATERIAL: Concrete 1.3334(ft)Wide X 8(in)Deep Soil Depth TOF:0(ft) Unreinforced(Plain)Concrete New Continuous Footin• DIAGRAMS I I g ..I LT 2' { I �. 4„ I I I 1. 4„ MATERIAL PROPERTIES FOOTING fc'(psi) Ec(psi) Density(Ibf/ft3) Width(ft) Depth(in) 2500 2880952 145 1.3334 8 STEM WALL Width(in) Height(in) Material Offset(in) 8 24 Concrete 0 SOIL Bearing Strength(Ibf/ft2) Density(lbf/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 PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure(Ibf/ftZ) PASS(32.7%) 1009.4 1500.0 D+0.75L+0.755 One-Way Shear Y(Ibf) PASS(90.4%) 390.7 4050.0 1.2D+1.65+L Moment Y(Ibf-ft) PASS(66.9%) 297.7 900.0 1.2D+1.65+L LOAD LIST Type Left Magnitude Right Magnitude Load Start(ft) Load End(ft) Load Type Direction Uniform(Ibf/ft) 425 425 0 1 Roof Live Z Uniform(Ibf/ft) 255 255 0 1 Dead Z Uniform(Ibf/ft) 425 425 0 1 Snow 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 *** STEM WALL IS NOT ENGINEERED PROJECT: New Project 2018 International Building Code Window, Skylight and Door Schedule Project Information Contact Information Scott Residence LeLiar Homes ❑❑❑ OaL s ❑Ce ❑❑❑❑ndis Rd Burlingtonuu a Hair ❑nacortes❑❑ ❑ ❑❑❑❑❑ A_J ❑❑❑®❑❑®❑❑❑ idth Height Ref. U L actor t. Feet Inch Feet Inch urea U❑ ❑Cempt S linging Door ❑sa ft. mad❑ M❑❑U a❑❑ a ❑a❑ a❑❑ CI empt Glad Fenestration ®❑sa ft. maafl an a❑❑ Vertical Fenestration (Windows and doors) Component idth Height Description Ref. U factor t. Feet Inch Feet Inch ❑rea U❑ H❑❑LPIC T❑MP❑R❑D M❑❑U a❑❑ ❑ ❑ ° ❑ ° _ a❑ a❑❑ ❑❑❑d-IS M❑❑U a❑❑ ❑ ❑ ° ❑ ° _ ❑a❑ a❑❑ ❑❑❑ HS T❑MP❑R❑D M❑❑U a❑❑ ❑ ❑ ° ❑ ° ❑a❑ a❑❑ _ ❑❑❑ HS ❑GR❑SS M❑❑U a❑❑ ❑ ❑ ° ❑ ° _ ❑a❑ a❑❑ ❑❑❑d-IS M❑❑U a❑❑ ❑ ❑ ° ❑ ° _ ❑a❑ a❑❑ ❑❑❑d-IS EGRESS M❑❑U a❑❑ ❑ ❑ ° ❑ ° _ ❑a❑ a❑❑ 00171iS ❑GR❑SS M❑❑U a❑❑ ❑ ❑ ° ❑ ° _ ❑a❑ a❑❑ ❑❑❑❑TS !Anal a❑❑ ❑ ❑ ° ° ❑a❑ a❑❑ _ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ an EL a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ Sum of Vertical Fenestration Area and UA ❑❑a❑ 171171.M Vertical Fenestration Area Weighted U = UA/Area ELM Overhead Glazing (Skylights) Component _ idth Height Description Ref. U factor t. Feet Inch Feet Inch ❑rea U❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ a❑ a❑❑ Sum of Overhead Glazing Area and UA LLD a❑❑ Overhead Glazing Area Weighted U = UA/Area a❑❑ Total Sum of Fenestration Area and UA (for heating system sizing calculations) ❑❑a❑ ❑a❑❑ Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:24 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuyIwYy-GLCpEEJnh3yx_hR4HGaxJ?GA14en5P617bHY1 NylvZb 1-3-8 17-0-0 28-0-0 1-3-8 17-0-0 11-0-0 3x6= Scale=1:51.2 5.00 12 15 16 17 4914 , ii 18 13 , ' 19 50 1- 1 1 20 11 1 1 21 4-7-3 3x6 10 1 1-0-8 i 22 51 r gT11 ST12 G ■ 23 8��i , ST9 S 1 Q-4 S 4-0 4T13 S�1 d 4 0 ' 24 25 7 ST15 6 ' ST7 ST8 i�� ■ ST16 i 0 ST2 5 � S� r ! �' p ST17 4i3 r • 38 p ST18 4 i • � • 39 36 35 ; ■ - ST19 3x4 I I $T 1 41 40 3x6= 34 ■ - ■ ST20 W2to 0 33 • , 4 2 1 11i 42 32 ' ■ ro col r r ' 44 31 ' i Q • 45 30 29 1 3.00 12 48 47 46 28 27 26 3x4 I I 3x4 I I 14-0-0 I 28-0-0 1-3-8 28-0-0 Plate Offsets(X,Y)-- [16:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 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 0.03 Horz(CT) -0.00 26 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:169 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 T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF No.2 10-0-0 oc bracing:26-27. 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. All bearings 28-0-0. (Ib)- Max Horz48=132(LC 7) Max Uplift All uplift 100 lb or less at joint(s)48,37,26,36,38,39,40,41,42,43,44,45,46,27,33,32,31, 30,29,28 except 47=146(LC 10) Max Gray All reactions 250 lb or less at joint(s)48,37,26,35,34,36,38,39,40,41,42,43,44,45,46,47, 27,33,32,31,30,29,28 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=11omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-0,Interior(1)1-8-0 to 14-0-0,Exterior(2R)14-0-0 to 20-0-0,Interior(1) 20-0-0 to 24-10-4,Exterior(2E)24-10-4 to 27-10-4 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 20.0psf 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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)48,37,26,36,38,39 ,40,41,42,43,44,45,46,27,33,32,31,30,29,28 except(jt=lb)47=146. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)37,35,34,36,38,39,40,41,42,43,44,45,46 ,47,27,33,32,31,30,29,28. 12)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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 A02 Scissor 5 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Augg2�0 13:48:25 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-kXmBRaJPSM4obrOGrz5AsDoA8UubgnWRMF15ZpylvZa 1-3-8 4-9-15 10-2-14 17-0-0 22-2-15 28-0-0 1-3-8 4-9-15 5-4-15 6-9-2 5-2-15 5-9-1 Scale=1:49.5 4x6 I I 5.00 112 6 II 14 15 2x4 II 3x4 7 3x6 5 16 4 ', 3x6 6x8%.4400 ♦♦ �� 8 MIN 044., 3x6\\ 3 I. 11 3x6\\ ♦ �r� 6x8— 0 O 13 ♦ t ` r W8 2 HW 12 01 C 1 ♦♦ 3x4% 10 4x8 3.00 12 9 7x10 I 3x4 II 7-6-6 14-0-0 22-2-15 28-0-0 1-3-8 28-0-0 Plate Offsets(X,Y)-- [3:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.18 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.32 10-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(CT) 0.21 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 2400F 2.0E WEBS 1 Row at midpt 6-10 WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 DF SS-6-0-2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1256/0-5-8 (min.0-2-1),9=1165/0-5-8 (min.0-1-15) Max Horz2=129(LC 10) Max Uplift2=-249(LC 10),9=177(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-3232/674,3-13=3185/687,3-4=-3305/631,4-5=3180/642,5-14=-2798/487, 6-14=-2706/496,6-15=1388/377,7-15=-1458/362,7-16=1374/292,8-16=-1448/281, 8-9=-1130/230 BOT CHORD 2-12=-694/2825,11-12=635/3122,10-11=-187/1556 WEBS 3-12=0/322,5-11=613/293,6-11=-298/1794,6-10=-451/107,7-10=-403/222, 8-10=-174/1332 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 14-0-0,Exterior(2R)14-0-0 to 20-0-0,Interior(1) 20-0-0 to 24-10-4,Exterior(2E)24-10-4 to 27-10-4 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)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 20.0psf 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. 5)Bearing at joint(s)2,9 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 100 lb uplift at joint(s)except(jt=lb)2=249, 9=177. 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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 A03 Roof Special 4 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:26 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-CkJZtwK1 DgCfD?bSPhcPOQLOwtDSZ4obavme5FylvZZ 1 3-11-6 7-7-8 11-6-5 18-3-8 23-6-7 29-3-8 I 3-11-6 3-8-2 3-10-13 6-9-3 5-2-15 5-9-1 4x5= Scale=1:49.8 5.00 12 6 Pll 4///////////////////////,1412x4 II 3x6-,-.5- 7 3x6% 5 p 19 3x4 II 4�� \� 3x6 8 ii 3x4 11 2 5x6= 16 to :�► p W10 (9 o W2 of 71- M a 1 WI 0 10 o --gi l? 3.00 12 3x10 3x6= 20 14 15 13 4x12% 9 3x4= 3x4= 3x4 I I 8-9-13 3-11-6 7-3-83-11-6 77,8 15=3-815=3-8 23-6-7 29-3-8 1 29-3-8 Plate Offsets(X,Y)-- [12:0-3-12,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.10 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.41 Vert(CT) -0.21 11-12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, except T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-9-4 oc bracing. B4:2x4 DF 2400F 2.0E WEBS 1 Row at midpt 6-10 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) 9=802/0-5-8 (min.0-1-8),15=1647/0-4-0 (min.0-2-11) Max Harz 15=131(LC 14) Max Uplift9=-152(LC 11),15=320(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-313/338,2-16=303/393,2-3=-1191/1335,3-4=1180/1269,4-5=-1169/1358, 5-17=-1079/197,6-17=986/207,6-18=-873/276,7-18=942/261,7-19=-860/174, 8-19=-933/163,8-9=766/175 BOT CHORD 1-20=-311/308,14-20=311/308,13-15=-1647/782,12-13=1625/724,11-12=-218/566, 10-11=-124/774 WEBS 2-14=-325/227,12-14=286/326,2-12=-887/870,5-12=2212/890,5-11=-166/473, 6-11=-40/383,7-10=402/222,8-10=-134/829 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-3-8,Exterior(2R)15-3-8 to 21-3-8,Interior(1) 21-3-8 to 26-1-12,Exterior(2E)26-1-12 to 29-1-12 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 20.0psf 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. 5)Bearing at joint(s)9,15 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 100 lb uplift at joint(s)except(jt=lb)9=152, 15=320. 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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 A04 Roof Special 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:26 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuylwYy-CkJZfwK1 DgCfD?bSPhcPOQLN5tDdZ5ybavme5FylvZZ 3-11-6 7-7-8 11-6-5 18-3-8 23-6-7 28-10-0 35-3-8 3-11-6 3-8-2 ' 3-10-13 6-9-3 5-2-15 5-3-9 6-5-8 Scale=1:58.6 5x6= 5.00 12 6 ib 20 j174l 111..e 3x1051 3x10 i 4 8 4x6 • 3x6 I I 4 0. / 3x4 14 - IIII 22 Sx6= 9 19 B5 10 N O O 07 CSI 1 2 �� 13 I40 0 d - _ - o i i I 3x10 _3 0 3x6= 23 0K 18 3.00 12 0 1 17 16 5x8% 12 24 11 3x4= 3x6= 5x8= 3x10 II 3-11-6 , 7-3-8 7-,7r8 15-3-8 23-6-7 28-10-0 29-3-8 35-3-8 35-3-8 Plate Offsets(X,Y)-- [11:Edge,0-3-8],[15:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.10 14-15 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.21 14-15 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except BOT CHORD 2x4 DF No.2*Except* end verticals. B4:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. WEBS 2x4 DF No.2 WEBS 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1566/0-4-0 (min.0-2-9),12=1386/0-5-8 (min.0-2-5) Max Harz 18=125(LC 14) Max Uplift18=-315(LC 6),12=273(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-315/338,2-19=304/393,2-3=-1191/1335,3-4=1185/1271,4-5=-1173/1360, 5-20=-865/146,6-20=777/158,6-21=-532/197,7-21=597/185,7-8=-487/107,8-9=608/91, 9-22=347/480,10-22=-363/378 BOT CHORD 1-23=-311/309,17-23=311/309,16-18=-1566/721,15-16=1544/664,14-15=-148/650, 13-14=-28/601,12-13=418/446,12-24=-350/369,11-24=349/369,9-12=-1142/297 WEBS 2-17=-322/227,2-15=888/870,15-17=-260/310,5-15=2046/769,5-14=-108/409, 6-14=-11/413,7-13=341/190,9-13=-125/946 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-6-6,Interior(1)3-6-6 to 14-9-2,Exterior(2R)14-9-2 to 21-9-14,Interior(1) 21-9-14 to 31-7-6,Exterior(2E)31-7-6 to 35-1-12 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)Bearing at joint(s)18,12 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 100 lb uplift at joint(s)except(jt=lb)18=315, 12=273. 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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 A05 Roof Special 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:27 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-gwtxsGLf_KW r99fzO7exeu V2HYm IZmkpZWCdiylvZY 3-11-6 7-7-8 11-6-5 18-3-8 23-6-7 28-10-0 36-7-0 3-11-6 3-8-2 3-10-13 6-9-3 5-2-15 5-3-9 7-9-0 Scale=1:60.2 5x6= 6 ill 18 19 2x4 I I 3x6% 7 3x10--,:= 3x10 • 5.00 12 3x6 II 4 8 4x6 43 �, �11 ,it 9 • 3x4 13 2 20 Sx6= 9 B5 WI W 10 co co N a 1 B'_ 3 12 N dI I -• Iv o 3x10-. d 3x6= 16 dF 17 3.00 12 c— 21 3x6= 15 5x8 = 11 3x4= 3x6— 5x8= 3-11-6 1 7-3-8 7r7r8 15-3-8 , 23-6-7 28-10-0 20-3,-8 36-7-0 36-7-0 Plate Offsets(X,Y)-- [14:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.10 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.21 13-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.87 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-11-8 oc bracing. B4:2x4 DF 2400F 2.0E WEBS 1 Row at midpt 6-12 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) 17=1528/0-4-0 (min.0-2-8),11=1545/0-5-8 (min.0-2-9) Max Harz 17=-124(LC 11) Max Uplift17=-312(LC 6),11=316(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-315/393,2-3=1201/1335,3-4=-1197/1271,4-5=1185/1361,5-18=-762/140, 6-18=-674/152,6-19=375/152,7-19=-440/140,7-8=331/101,8-9=-452/85,9-20=600/757, 10-20=610/650 BOT CHORD 1-16=-311/310,15-17=1528/695,14-15=-1506/638,13-14=142/707,12-13=-22/518, 11-12=-675/671,11-21=600/591,10-21=-599/591,9-11=1243/374 WEBS 2-16=-324/227,14-16=260/309,2-14=-888/880,5-14=1966/709,5-13=-78/385, 6-13=-8/437,7-12=338/188,9-12=-228/1059 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-11-6,Interior(1)3-11-6 to 14-7-10,Exterior(2R)14-7-10 to 21-11-6,Interior(1) 21-11-6 to 32-11-2,Exterior(2E)32-11-2 to 36-7-0 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 20.0psf 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. 5)Bearing at joint(s)17,11 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 100 lb uplift at joint(s)except(jt=lb)17=312, 11=316. 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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 A06 Common 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:28 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-86RJ4cMHIHSNSIkrW6ftTrQjzhxY1 A8t2DFIA8ylvZX 4-0-0 7-6-4 12-10-14 18-3-8 23-8-2 29-0-12 36-7-0 4-0-0 3-6-4 5-4-10 5-4-10 5-4-10 5-4-10 7-6-4 Scale=1:59.5 5x6= 5.0(02 5 ICI 3x4� 17 18 x4 4 6 3x10% Q 3x10 4x8 3 7 4x8 ' 2 O. alle• 8 16 19 1 W1 W1 9 " ININ- -1100.7",444 81 o o r,1 4x6= 20 — 13 21 4x6= o 15 14 12 11 10 3x6= 3x4= 3x10= 3x10= 3x4= 3x10= 3x10= 3x10= 4-0-0 , 7-3-8 7-6-4 12-10-14 18-3-8 23-8-2 , 29-0-12 29r3-8 36-7-0 I 36-7-0 Plate Offsets(X,Y)-- [10:0-10-8,Edge],[15:0-10-8,0-1-8],[15:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.02 12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 12-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2:2x4 DF No.2,B3:2x4 DF 2400F 2.0E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2*Except* be installed during truss erection,in accordance with Stabilizer W1:2x6 DF No.2 Installation guide. REACTIONS. (lb/size) 15=1537/0-5-8 (min.0-2-8),10=1536/0-5-8 (min.0-2-8) Max Harz 15=122(LC 10) Max Uplift15=-314(LC 6),10=314(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-662/693,2-16=651/787,2-3=-359/94,4-17=436/145,5-17=-366/156, 5-18=-366/154,6-18=436/142,7-8=-358/90,8-19=647/785,9-19=-659/691 BOT CHORD 1-20=-642/648,15-20=643/648,10-21=-641/644,9-21=640/645,14-15=-644/646, 13-14=-43/319,12-13=43/319,11-12=0/320,10-11=642/642 WEBS 6-11=-440/260,8-11=379/1057,8-10=-1369/526,4-14=439/259,2-14=-383/1060, 2-15=-1372/531 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-7-14,Interior(1)3-7-14 to 14-7-10,Exterior(2R)14-7-10 to 21-11-6,Interior(1) 21-11-6 to 32-11-2,Exterior(2E)32-11-2 to 36-7-0 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 20.0psf 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. 5)Bearing at joint(s)15,10 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 100 lb uplift at joint(s)except(jt=lb)15=314, 10=314. 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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 A07 Common 6 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:29 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-cJ?iHxNvVbaE4SJ14pA603zuj5HtmcT1 Ht?JiaylvZW 7-6-4 12-10-14 18-3-8 23-6-12 29-1-8 7-6-4 5-4-10 5-4-10 5-3-4 5-6-12 4x5= Scale=1:53.1 5.00 12 5 LI 15 16 3x4� 3x4 4 6 3x6% � 17 3x10% 3 3x6 2 .0 7 i 14 W9 `7 W1 ,8 of a1 ` Fll D1 a co — NE I,L 4x6= 18 = 11 c 13 12 10 9 g 3x6= 3x6= 3x6= 3x10= 3x4= 3x4 II 3x10= 7-3-8 7-6,-4 12-10-14 18-3-8 23-6-12 29-1-8 29-1-8 Plate Offsets(X,Y)-- [13:0-1-12,0-1-8],[13:0-10-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.02 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.04 8-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:160 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 T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B1:2x6 DF No.2,B3:2x4 DF 2400F 2.0E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2*Except* be installed during truss erection,in accordance with Stabilizer W1:2x6 DF No.2 Installation guide. REACTIONS. (lb/size) 8=791/0-3-8 (min.0-1-8),13=1644/0-5-8 (min.0-2-11) Max Harz 13=130(LC 14) Max Uplift8=-150(LC 11),13=321(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-653/677,2-14=643/787,2-3=-471/103,3-4=352/119,4-15=-595/162, 5-15=-525/172,5-16=525/160,6-16=-597/144,6-17=617/133,7-17=-691/123, 7-8=-741/170 BOT CHORD 1-18=-642/639,13-18=643/639,12-13=-644/651,11-12=81/365,10-11=-81/365, 9-10=-122/585 WEBS 2-13=-1479/621,2-12=484/1182,4-12=-502/310,7-9=110/662 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-3-8,Exterior(2R)15-3-8 to 21-3-8,Interior(1) 21-3-8 to 25-11-12,Exterior(2E)25-11-12 to 28-11-12 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)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 100 lb uplift at joint(s)except(jt=lb)8=150, 13=321. 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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 A08 Common 5 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:30 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-4VZ4VH NYGvi5icu DeXhLZG W5XVacV4RAVXksE 1 ylvZV 1-3-8 3-6-2 10-5-10 17-0-0 23-8-2 27-10-0 1-3-8 3-6-2 6-11-8 6-6-6 6-8-2 4-1-14 4x5= Scale=1:49.3 5.00 12 6 15 16 3x4; 3x4 3x6 5 7 17 4 3x4 8 W4 6x8% W3 3x6\\ 3 2 3 W5 14 W7 2 W1 6 rc1 c B2 ❑ 13 18 19 12 11 10 4x12 11 9 9 3x4= 4x6= 3x10= 3x6= 3x4 11 6-10-9 17-0-0 23-8-2 27-10-0 1-3-8 27-10-0 Plate Offsets(X,Y)-- [3:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.23 11-13 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.40 11-13 >823 180 BCLL 0.0 * Rep Stress Incr YES WB 0.24 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 WEBS 1 Row at midpt 5-11 SLIDER Left 2x8 DF SS-4-3-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1247/0-5-8 (min.0-2-2),9=1161/0-3-8 (min.0-2-0) Max Horz2=130(LC 10) Max Uplift2=-247(LC 10),9=176(LC 11) Max Grav2=1286(LC 2),9=1209(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-2070/394,3-14=1996/407,3-4=-2014/334,4-5=1888/346,5-15=-1232/301, 6-15=-1161/311,6-16=1158/309,7-16=-1231/299,7-17=896/239,8-17=-967/236, 8-9=-1146/241 BOT CHORD 2-13=-447/1745,13-18=313/1572,18-19=-313/1572,12-19=313/1572,11-12=-313/1572, 10-11=-150/870 WEBS 5-13=0/407,5-11=669/271,6-11=-58/581,7-11=35/318,7-10=-605/163,8-10=185/1122 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 14-0-0,Exterior(2R)14-0-0 to 20-0-0,Interior(1) 20-0-0 to 24-8-4,Exterior(2E)24-8-4 to 27-8-4 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)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 20.0psf 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,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=247, 9=176. 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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A09 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:31 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-Zh7SidOA1 CgyJmTQCECa5U2MGu 1 REZCKkBUPmTylvZU 1-3-8 17-0-0 27-10-0 1-3-8 17-0-0 10-10-0 3x6= Scale=1:50.6 5.00 12 15 16 17 14 18 13 19 1 20 11 21 3x6% 10 22 8 9 234q 9 3x4 II 7 24 R - 6 ST10 ST11 ST12-0-8T12 ST11 ST10 ST9 25 DO 5 g 4 ST7 STB ST8 ST7 3x4 II 3 STS ST6 1-4-0 4-0-0 1-4-0 ST6 ST5VV2 ST4 oS 2 S + cc £T1 a a a Fa a a a a Em a a a a aB2 a a a a a 48 47 46 45 44 43 42 41 40 39 38 3736 35 34 33 32 31 30 29 28 27 26 3x4 I I 3x6= 3x4 I I 27-10-0 1-3-8 27-10-0 Plate Offsets(X,Y)-- [16:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 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 26 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:212 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 T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 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 Installation guide. REACTIONS. All bearings 27-10-0. (Ib)- Max Horz48=132(LC 7) Max Uplift All uplift 100 lb or less at joint(s)48,26,36,38,39,40,41,42,43,44,45,46,27,33,32,31,30, 29,28 except 47=137(LC 10) Max Gray All reactions 250 lb or less at joint(s)48,26,35,34,36,38,39,40,41,42,43,44,45,46,47,27, 33,32,31,30,29,28 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14-15=-116/262,17-18=116/263 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=11omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-3-8 to 1-8-0,Exterior(2N)1-8-0 to 14-0-0,Corner(3R)14-0-0 to 20-0-0,Exterior(2N) 20-0-0 to 24-8-4,Corner(3E)24-8-4 to 27-8-4 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 100 lb uplift at joint(s)48,26,36,38,39,40 ,41,42,43,44,45,46,27,33,32,31,30,29,28 except(jt=lb)47=137. 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 Truss Truss Type Qty Ply Scott/Murray Job 2901066 B01 QUEENPOST 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:32 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-1 thgvzPooWypxw2clyjpehbWzl E8zzNTzrDzJvylvZT -1-3-8 3-8-9 8-6-0 11-6-0 13-3-6 23-0-0 24-3-8 1-3-8 3-8-9 4-9-6 3-0-0 1-9-6 9-8-10 1-3-8 Scale=1:40.2 3x6= 5 7 9 5x6= 1 5.00 12 4 3211 PiST11-0-8 6 13 1-40 15 4x6% ST2 i-0-0 1,1 17 ■,� ST2 4'0,0 3 V 12 18 ✓� � ,. -• i 9112 3x4 II 31 �l ST2 19 3x4 II 2 ST3 40 16 20 .r cc1 ST4 ST5 21 co Ra 28 27 ,, 29 3x6= 5x8= 3x4 II 3x6= 3x10= 26 25 24 23 22 8-6-0 16-10-0 17rQ-0 23-0-0 1-3-8 23-0-0 1-3-8 Plate Offsets(X,Y)-- [7:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.10 28-29 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.20 28-29 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:2x6 DF No.2 end verticals. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 JOINTS 1 Brace at Jt(s):10,14,6 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. All bearings 6-5-8 except(jt=length)29=0-5-8,26=0-3-8. (Ib)- Max Horz 29=-61(LC 11) Max Uplift All uplift 100 lb or less at joint(s)24,23,22 except 25=263(LC 11),29=-183(LC 10) Max Gray All reactions 250 lb or less at joint(s)24,23 except 25=734(LC 1),22=339(LC 1),29=866(LC 1), 26=316(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1001/248,4-6=782/181,6-8=-783/179,8-10=819/187,10-12=-966/263, 12-14=-1023/297,14-16=1036/301,16-25=-1069/314,20-22=281/101 BOT CHORD 28-29=-249/941,27-28=179/1060,26-27=-179/1060,25-26=179/1060 WEBS 4-28=0/333,3-29=991/281 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 8-6-0,Exterior(2R)8-6-0 to 14-6-0,Interior(1)14-6-0 to 21-3-8,Exterior(2E)21-3-8 to 24-3-8 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)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,23,22 except (jt=lb)25=263,29=183. 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. 8)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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 B02 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:33 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-V4FC7JQQZg4fZ4doJfE2Av8e8iZAiTccCVzWrLylvZS -1-3-8 5-10-15 11-6-0 17-1-2 23-0-0 1-3-8 5-10-15 5-7-2 5-7-2 5-10-15 Scale=1:38.5 4x5= 5 5.00 12 20 21 2x4 Q 2x4// 4 6 5:: 212275: 8 B1 B2 11 10 9 4x12 3x4= 3x6= 3x4= 4x12 8-6-14 14-5-2 23-0-0 1-3-8 23-0-0 Plate Offsets(X,Y)-- [2:0-8-9,Edge],[8:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.10 9-11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.14 9-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:108 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 8=964/0-5-8 (min.0-1-9),2=1051/0-5-8 (min.0-1-12) Max Horz2=94(LC 14) Max Uplift8=-165(LC 11),2=196(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-325/74,3-4=1497/369,4-20=-1316/333,5-20=1264/342,5-21=-1270/347, 6-21=-1336/337,6-22=1481/376,7-22=-1507/364,7-8=357/0 BOT CHORD 2-11=-275/1317,10-11=163/1017,9-10=-163/1017,8-9=283/1330 WEBS 5-9=-81/381,6-9=287/183,5-11=-78/372,4-11=275/180 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 8-6-0,Exterior(2R)8-6-0 to 14-6-0,Interior(1)14-6-0 to 20-0-0,Exterior(2E)20-0-0 to 23-0-0 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=165, 2=196. 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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 B03 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:33 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-V4FC7JQQZg4fZ4doJfE2Av8e W iZMiTccCVzW rLylvZS 5-10-15 11-6-0 17-1-2 23-0-0 5-10-15 5-7-2 5-7-2 5-10-15 Scale=1:37.3 4x5= 4 5.00 12 21 20 2x4 Q 2x4// 3 5 5x6% 19 22 2 65x6 1 7 1 W1 HW B1 B2 10 9 8 3x4= 3x6= 3x4= 4x12 4x12 I I 8-6-14 14-5-2 23-0-0 23-0-0 Plate Offsets(X,Y)-- [1:0-3-8,Edge],[7:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.10 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.14 10-13 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 1=966/0-5-8 (min.0-1-9),7=966/0-5-8 (min.0-1-9) Max Harz 1=-77(LC 11) Max Uplift1=-165(LC 10),7=165(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-347/0,2-19=1510/367,3-19=-1485/379,3-20=1341/341,4-20=-1275/350, 4-21=-1274/350,5-21=1341/341,5-22=-1486/379,6-22=1511/367,6-7=-357/0 BOT CHORD 1-10=-285/1332,9-10=167/1022,8-9=-167/1022,7-8=286/1334 WEBS 4-8=-81/381,5-8=287/183,4-10=-81/382,3-10=284/182 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-6-0,Exterior(2R)8-6-0 to 14-6-0,Interior(1)14-6-0 to 20-0-0,Exterior(2E)20-0-0 to 23-0-0 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=165, 7=165. 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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 BP01 BLOCKING 17 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:34 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-zGobKfQ2K7DWADC?tMl Hj6gtx62TRxkmQ9i3NoylvZR 1-10-6 1-10-6 3x4= Scale=1:20.5 1 2 3 T1 2x4 If W1 W1 • 81 • 2x4 II 3x4= 5 4 1106 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:17 Ib 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. All bearings 1-10-8. (Ib)- Max Horz 5=-113(LC 8) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=138(LC 6),4=-142(LC 7) Max Gray All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;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)Provide adequate drainage to prevent water ponding. 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 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)5=138, 4=142. 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. 7)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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 CO1 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:35 2021 Page 1 I D:U EhrAh EDe931?WxkE8K1 TuylwYy-RSMzY?Rg5RLNoNnBR4H WGKD25WOcANuvfpSdvEylvZQ -1-3-8 10-0-0 20-0-0 21-3-8 1-3-8 10-0-0 10-0-0 1-3-8 Scale=1:35.3 3x6= 9 10 11 II 8 I 12 5.00 12 7 , ' 13 6 il 111 14 5 il i 15 1..00 4 ST7 1-0-8 ST7 ; 16 3 36 r ST5 ST6 ST6 ST5 1 3717 3x4 II 3x4 II T4 1-4-0 4-0-0 1-4-0 ST4 2 il ST2 ST3 ST3 ST2 II il 18 FP ST1 - ST I I, 19 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 I I 5x6= 3x4 I I 20-0-0 1-3-8 20-0-0 l 1-3-8 Plate Offsets(X,Y)-- [10:0-3-0,Edge],[29:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 19 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.01 19 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 20 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2*Except* end verticals. B2:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 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 Installation guide. REACTIONS. All bearings 20-0-0. (Ib)- Max Horz 35=-51(LC 11) Max Uplift All uplift 100 lb or less at joint(s)35,20,29,30,31,32,33,34,26,25,24,23,22,21 Max Gray All reactions 250 lb or less at joint(s)35,20,28,27,29,30,31,32,33,34,26,25,24,23,22,21 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-3-8 to 1-8-8,Exterior(2N)1-8-8 to 7-0-0,Corner(3R)7-0-0 to 13-0-0,Exterior(2N) 13-0-0 to 18-3-8,Corner(3E)18-3-8 to 21-3-8 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 20.0psf 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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)35,20,29,30,31,32 ,33,34,26,25,24,23,22,21. 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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 CO2 COMMON 7 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug0 13:48:35 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-RSMzY?Rg5RLNoNnBR4HWGKD?gxW I1 AMLvfpSdvEylvZQ -1-3-8 5-1-12 10-0-0 14-10-4 20-0-0 21-3-8 1-3-8 5-1-12 4-10-4 4-10-4 5-1-12 1-3-8 Scale=1:35.3 4x5= 5 5.0(02 22 21 2x4\\ 2x4// 4 6 • 5x6 3 75x6 2 1 1 8 W1 HW1 9 �]ql1 0 12 11 10 3x4= 3x6= 3x4= 4x12 4x12 6-9-3 13-2-13 20-0-0 1-3-8 20-0-0 1-3-8 Plate Offsets(X,Y)-- [2:0-8-9,Edge],[8:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.07 10-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.13 10-12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 2=923/0-5-8 (min.0-1-8),8=923/0-5-8 (min.0-1-8) Max Horz2=-76(LC 15) Max Uplift2=-174(LC 10),8=174(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1254/340,4-21=1143/328,5-21=-1102/338,5-22=1103/337,6-22=-1144/327, 6-7=-1255/340 BOT CHORD 2-12=-219/1099,11-12=127/855,10-11=-127/855,8-10=220/1101 WEBS 5-10=-80/347,5-12=80/345 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0,Interior(1)13-0-0 to 18-3-8,Exterior(2E)18-3-8 to 21-3-8 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 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=174, 8=174. 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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 CO3 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:36 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-vfwLILSIsITEQXLN_noloXmAmveRvpZ3uTBASgylvZP 5-1-12 10-0-0 14-10-4 20-0-0 21-3-8 5-1-12 4-10-4 4-10-4 5-1-12 1-3-8 Scale=1:34.4 4x5= 4 5.00 12 21 22 2x4\\ 2x4 3 5 5x6- 20 2 65x6 1 1 7 HW1 HW1 8 B1 82 O 11 10 9 3x4= 3x6= 3x4= 3x10 I I 4x12 II 6-9-3 13-2-13 20-0-0 20-0-0 1-3-8 Plate Offsets(X,Y)-- [1:0-3-4,0-0-1],[7:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.07 9-11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.13 9-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 1=837/0-5-8 (min.0-1-8),7=925/0-5-8 (min.0-1-8) Max Harz 1=-84(LC 15) Max Uplift1=-143(LC 10),7=175(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-1269/341,3-20=1244/351,3-21=-1157/339,4-21=1115/348,4-22=-1108/341, 5-22=-1149/331,5-6=1260/344 BOT CHORD 1-11=-232/1116,10-11=131/860,9-10=-131/860,7-9=223/1106 WEBS 4-9=-80/346,4-11=83/358 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0,Interior(1)13-0-0 to 18-3-8,Exterior(2E)18-3-8 to 21-3-8 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 100 lb uplift at joint(s)except(jt=lb)1=143, 7=175. 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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 C04 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:37 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuylwYy-NrUjzhTxd2b51 hwaYVJ_LIIMjJ_deGoC67xk_7ylvZO 5-1-12 10-0-0 14-10-4 20-0-0 5-1-12 4-10-4 4-10-4 5-1-12 Scale=1:32.8 4x5 4 5.00 12 20 21 2x4\\ 2x4// 3 5 • 5x6% 19 2 22 2 65x6 1 1 7 HW1 HW1 0 B1 B2 10 9 8 3x4= 3x6= 3x4= 3x10 I I 3x10 I I 6-9-3 13-2-13 20-0-0 20-0-0 Plate Offsets(X,Y)-- [1:0-3-4,0-0-1],[7:0-8-5,0-0-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.07 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.13 8-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MSH Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 1=840/0-5-8 (min.0-1-8),7=840/0-5-8 (min.0-1-8) Max Horz 1=67(LC 10) Max Uplift1=-144(LC 10),7=144(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-1274/345,3-19=1249/355,3-20=-1162/342,4-20=1120/352,4-21=-1121/352, 5-21=-1163/342,5-22=1250/355,6-22=-1276/345 BOT CHORD 1-10=-267/1120,9-10=167/866,8-9=-167/866,7-8=268/1122 WEBS 4-8=-82/358,4-10=83/357 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0,Interior(1)13-0-0 to 17-0-0,Exterior(2E)17-0-0 to 20-0-0 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 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=144, 7=144. 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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 DO1 KINGPOST 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:37 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuyIwYy-NrUjzhTxd2b51 hwaYVJ_LIINFJ10eGVC67xk_7ylvZO -1-3-8 8-6-0 11-6-0 17-0-0 18-3-8 1-3-8 8-6-0 3-0-0 5-6-0 1-3-8 Scale=1:31.0 3x6= 12 14 10 /, 5x6= RI 8 I li 5.00 12 6 28 % 15 1-0-8 5 111 13 ST2 1-4-0 �� 2-0-0 ST1 V 4-D O 4 S 11 26 27 ',* 3x4 11 3 % ST4 9 . � 3x6 2 % ST2 ST3 I 16 , ST- 7ef 17 o • • i mil -. 20 19 3x4 11 5x8= 4x6= 3x6= 4x5 18 — 25 24 23 22 21 3x4 11 6-0-0 6i2r0 11-6-0 17-0-0 1-3-8 17-0-0 1-3-8 Plate Offsets(X,Y)-- [12:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.02 18-19 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.04 18-19 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:2x6 DF No.2 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 JOINTS 1 Brace at Jt(s):9,13 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. All bearings 6-5-8 except(jt=length)18=0-5-8,21=0-3-8. (Ib)- Max Horz 25=-41(LC 11) Max Uplift All uplift 100 lb or less at joint(s)25,23,24 except 22=142(LC 10),18=-144(LC 11) Max Gray All reactions 250 lb or less at joint(s)23,24,21 except 25=397(LC 1),22=555(LC 1),18=635(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 15-26=-648/235,16-26=716/219,7-22=-513/165,7-9=502/157,9-11=-490/139, 11-13=-492/144,13-15=472/143,16-18=-582/268,2-25=322/163 BOT CHORD 21-22=-101/597,20-21=101/597,19-20=-101/597 WEBS 16-19=-90/454 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 5-6-0,Exterior(2R)5-6-0 to 11-4-12,Interior(1) 11-4-12 to 15-3-8,Exterior(2E)15-3-8 to 18-3-8 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)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)25,23,24 except (jt=lb)22=142,18=144. 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. 8)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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 E01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:38 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-r125AOUZOMjyfrVm6CgDtyrZVjPTNkuMLngHWZylvZN -1-3-8 5-6-0 11-0-0 12-3-8 1-3-8 5-6-0 5-6-0 1-3-8 Scale=1:21.9 3x6= 7 8 6 5.0(02 5 9 10 4 1-0-8 — 25 24 1_ 3x4 II 3 — ST4 ST4 — 11 3x4 II 2 — ST3 ST3 — 12 St2 1-4-0 4-0-0 1-4-0 St2 w1 ST1 ST1 !dt 13 _ o 23 22 21 20 19 18 17 16 15 14 3x4 I 3x4 I I 11-0-0 1-3-8 11-0-0 1-3-8 Plate Offsets(X,Y)-- [7:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 13 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.01 13 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:55 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 2400F 2.0E 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. All bearings 11-0-0. (Ib)- Max Horz 23=-21(LC 8) Max Uplift All uplift 100 lb or less at joint(s)23,14,19,20,21,22,15,17,16 Max Gray All reactions 250 lb or less at joint(s)23,14,19,18,20,21,22,15,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 C;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-3-8 to 1-8-8,Exterior(2N)1-8-8 to 2-6-0,Corner(3R)2-6-0 to 8-6-0,Exterior(2N)8-6-0 to 9-3-8,Corner(3E)9-3-8 to 12-3-8 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 20.0psf 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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,14,19,20,21,22 ,15,17,16. 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 NAL, ()g CODE cD dr <09 Y te.7� HOME S 0G�l�. 1891 Y AR 'Cost �`° CORPORATE OFFICE c'''TOFIELvt�s 2002 CATON WAY SW OLYMPIA, WA 98502 360.915.9142 EXT: 123 DETAIL PACKET THIS DETAIL PACKET IS TO BE USED IN CONJUNCTION WITH THE PLAN SET FOR NATE SCOTT & MITZI MURRAY. THESE DETAILS, TABLES, GENERAL NOTES, AND FIGURES ARE IN ACCORDANCE WITH THE CODES LISTED ON SHEET G-000 OF THE PLAN SET. ANY NOTES ON THE PLAN SET OR ENGINEERING PACKET SUPERCEDE THESE DETAILS AND CALLOUTS. COPYRIGHT© 2021, LEXAR HOMES LLC. ALL RIGHTS RESERVED. SALES OFFICE CUSTOMER LEXAR HOMES BURLINGTON OFFICE NATE SCOTT & MITZI MURRAY XXX OAKES AVE 489 ANDIS RD ANACORTES, WA 98221 BURLINGTON, WA 98502 360-708-2354 PHONE: 360.707.21 12 PARCEL # - P58268 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family—New&Additions(effective February 1,2021) ersion . These requirements apply to all IRC building types, including detached one- and two-family dwellings and multiple single-family dwellings(townhouses). Project Information Contact Information Scott Residence Lexar Homes of Burlington 360-707-2112 I XXX OakesAve Anacortes, WA 98221 489 Andis Rd Burlington, WA 98233 Instructions: This single-family project will use the requirements of the Prescriptive Path below and incorporate the minimum values listed. Based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Provide all information from the following tables as building permit drawings:Table R402.1-Insulation and Fenestration Requirements by Component,Table R406.2-Fuel Normalization Credits and 406.3-Energy Credits. Authorized Representative I Date 07/19/2021 All Climate Zones(Table R402.1.1) R-Value a U-Factor a Fenestration U-Factor b n/a 0.30 Skylight U-Factor b n/a 0.50 Glazed Fenestration SHGC b,e n/a n/a Ceiling e 49 0.026 Wood Frame Wall g,h 21 int 0.056 Floor 30 0.029 Below Grade Wall`•h 10/15/21 int+TB 0.042 Slab d.f R-Value& Depth 10, 2 ft n/a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity that is less a than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. "10/15/21+5TB" means R-10 continuous insulation on the exterior of the wall,or R-15 continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at c the interior of the basement wall. "10/15/21+5TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "5TB" means R-5 thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See Section R402.2.9.1. For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38 if the full insulation depth e extends over the top plate of the exterior wall. R-7.5 continuous insulation installed over an existing slab is deemed to be equivalent to the required perimeter f slab insulation when applied to existing slabs complying with Section R503.1.1. If foam plastic is used, it shall meet the requirements for thermal barriers protecting foam plastics. For log structures developed in compliance with Standard ICC 400, log walls shall meet the requirements for g climate zone 5 of ICC 400. Int. (intermediate framing)denotes framing and insulation as described in Section A103.2.2 including standard h framing 16 inches on center, 78%of the wall cavity insulated and headers insulated with a minimum of R-10 insulation. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 1 2018 Washington State Energy Code-Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family-New&Additions (effective February 1, 2021) Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 (fuel normalization credits) and Table 406.3 (energy credits) to achieve the following minimum number of credits. To claim this credit, the building permit drawings shall specify the option selected and the maximum tested building air leakage, and show the qualifying ventilation system and its control sequence of operation. 1. Small Dwelling Unit: . credits Dwelling units less than 1,500 sf in conditioned floor area with less than 300 sf of fenestration area. Additions to existing building that are greater than 500 sf of heated floor area but less than 1,500 sf. 2. Medium Dwelling Unit: i credits All dwelling units that are not included in#1 or#3 3. Large Dwelling Unit: 7 credits Dwelling units exceeding 5,000 sf of conditioned floor area 4. Additions less than 500 square feet: 1.5 creaits All other additions shall meet 1-3 above Before selecting your credits on this Summary table, review the details in Table 406.3 (Single Family), on page 4. Summary of Table R406.2 Heating Credits-select ONE Options Fuel Normalization Descriptions heating option User Notes P 1 Combustion heating minimum NAECAb 0.0 ❑ 2 Heat pump` 1.0 0 3 Electric resistance heat only-furnace or zonal -1.0 0 4 DHP with zonal electric resistance per option 3.4 0.5 t� 5 All other heating systems -1.0 0 I Energy Credits-select ONE Options Energy Credit Option Descriptions energy option from each p category 1.1 ElffEMIMEIMl®000??®00 0.5 ❑ 1.2 Efficient Building Envelope 1.0 0 1.3 Efficient Building Envelope 0.5 0 1.4 Efficient Building Envelope 1.0 0 1.5 Efficient Building Envelope 2.0 0 1.6 Efficient Building Envelope 3.0 0 1.7 Efficient Building Envelope 0 0.5 0 2.1 Air Leakage Control and Efficient Ventilation 0.5 ❑ 2.2 Air Leakage Control and Efficient Ventilation 1.0 0 2.3 Air Leakage Control and Efficient Ventilation 1.5 0 2.4 Air Leakage Control and Efficient Ventilation 02.0 0 3.1' High Efficiency HVAC 1.0 ❑ 3.2 High Efficiency HVAC 1.0 0 3.3' High Efficiency HVAC 1.5 0 I 3.4 High Efficiency HVAC 1.5 0 3.5 High Efficiency HVAC 1.5 0 3.6a High Efficiency HVAC 0 2.0 0 I 4.1 High Efficiency HVAC Distribution System 0.5 ❑ I 4.2 High Efficiency HVAC Distribution System O 1.0 0 I Prescriptive Path-Single Family 2018 Washington State Energy Code-R 2 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family—New&Additions(effective February 1,2021) Summary of Table R406.2(cont.) Energy Credits-select ONE Energy Credit Option Descriptions(cont.) energy option from User Notes Options each category d 5.1d Efficient Water Heating 0.5 ❑ 5.2 Efficient Water Heating 0.5 0 5.3 Efficient Water Heating 1.0 0 5.4 Efficient Water Heating 1.5 0 5.5 Efficient Water Heating 2.0 0 I 5.6 Efficient Water Heating 0 2.5 ❑ I L 6.1e Renewable Electric Energy(3 credits max) 1.0 0 I 7.1 Appliance Package 0.5 ❑ L Total Credits I 6.0 Calculate Total Clear Form a. An alternative heating source sized at a maximum of 0.5 W/sf(equivalent)of heated floor area or 500 W, whichever is bigger, may be installed in the dwelling unit. b. Equipment listed in Table C403.3.2(4)or C403.3.2(5) c. Equipment listed in Table C403.3.2(1)or C403.3.2(2) d. You cannot select more than one option from any category EXCEPT in category 5.Option 5.1 may be combined with options 5.2 through 5.6.See Table 406.3. e. 1.0 credit for each 1,200 kWh of electrical generation provided annually, up to 3 credits max. See the complete Table R406.2 for all requirements and option descriptions. f. Use the single radiobutton in the upper right of the second column to deselect radiobuttons in that group. Please print onl❑pages ❑through ❑of this ❑or�heet for submission to ❑our building official. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 3 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family—New&Additions(effective February 1,2021) Table 406.3—Energy Credits(Single Family) Option Description Credits:SF 1. EFFICIENT BUILDING ENVELOPE OPTIONS Only one option from Items 1.1 through 1.7 may be selected in this category. Compliance with the conductive UA targets is demonstrated using Section R402.1.4,Total UA alternative,where [1- (Proposed UA/Target UA)] >the required%UA reduction. Prescriptive compliance is based on Table R402.1.1 with the following modifications: 1.1 0.5 Vertical fenestration U=0.24 Prescriptive compliance is based on Table R402.1.1 with the following modifications: 1.2 1.0 Vertical fenestration U=0.20 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U =0.28 Floor R-38 1.3 Slab on grade R-10 perimeter and under entire slab below grade slab R-10 perimeter and 0.5 under entire slab or Compliance based on Section R402.1.4: Reduce the Total conductive UA by 5% Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U=0.25 Wall R-21 plus R-4 ci Floor R-38 1.4 Basement wall R-21 int plus R-5 ci 1.0 Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total conductive UA by 15% Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U=0.22 Ceiling and single-rafter or joist-vaulted R-49 advanced Wood frame wall R-21 int plus R-12 ci Floor R-38 1.5 Basement wall R-21 int plus R-12 ci 2.0 Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total conductive UA by 30% Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U=0.18 Ceiling and single-rafter or joist-vaulted R-60 advanced Wood frame wall R-21 int plus R-16 ci 1.6 Floor R-48 3.0 Basement wall R-21 int plus R-16 ci Slab on grade R-20 perimeter and under entire slab Below grade slab R-20 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total conductive UA by 40%. Advanced framing and raised heel trusses or rafters Vertical Glazing U-0.28 1.7 R-49 Advanced (U-0.020)as listed in Section A102.2.1, Ceilings below a vented attic and 0.5 R-49 vaulted ceilings with full height of uncompressed insulation extending over the wall top plate at the eaves. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 4 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family—New&Additions(effective February 1,2021) Table 406.3—Energy Credits(Single Family) Option Description Credits:SF 2.AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION OPTIONS Only one option from Items 2.1 through 2.4 may be selected in this category. Compliance based on R402.4.1.2: Reduce the tested air leakage to 3.0 air changes per hour maximum at 50 Pascals or For R-2 Occupancies, optional compliance based on Section R402.4.1.2: Reduce the tested air leakage to 0.3 cfm/sf maximum at 50 Pascals and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code or Section 403.8 of the International Mechanical Code shall 2.1 be met with a high efficiency fan(s) (maximum 0.35 watts/cfm), not interlocked with the 0.5 furnace fan (if present).Ventilation systems using a furnace including an ECM motor are allowed, provided that they are controlled to operate at low speed in ventilation only mode. To qualify to claim this credit,the building permit drawings shall specify the option being selected and the maximum tested building air leakage, and shall show the qualifying ventilation system and its control sequence of operation. Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum at 50 Pascals or For R-2 Occupancies, optional compliance based on Section R402.4.1.2: Reduce the tested 2.2 air leakage to 0.25 cfm/sf maximum at 50 Pascals and 1.0 All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code or Section 403.8 of the International Mechanical Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.65. 1 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum at 50 Pascals or For R-2 Occupancies, optional compliance based on Section R402.4.1.2: Reduce the tested 2.3 air leakage to 0.25 cfm/sf maximum at 50 Pascals and 1.5 All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code or Section 403.8 of the International Mechanical Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.75. 1 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 0.6 air changes per hour maximum at 50 Pascals or For R-2 Occupancies, optional compliance based on Section R402.4.1.2: Reduce the tested 2.4 air leakage to 0.15 cfm/sf maximum at 50 Pascals and 2.0 All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code or Section 403.8 of the International Mechanical Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.80. Duct installation shall comply with Section R403.3.7. 1 1 To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 5 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington L Single Family—New&Additions(effective February 1, 2021)Table 406.3—Energy Credits(Single Family) Option Description Credits:SF 3. HIGH EFFICIENCY HVAC EQUIPMENT OPTIONS Only one option from Items 3.1 through 3.6 may be selected in this category. 2 Energy Star rated (U.S. North)Gas or propane furnace with minimum AFUE of 95%or 3.1 Energy Star rated (U.S. North)Gas or propane boiler with minimum AFUE of 90%.2 1.0 3.2 2 Air-source centrally ducted heat pump with minimum HSPF of 9.5.3 1.0 Closed-loop ground source heat pump;with a minimum COP of 3.3 or 3.32 Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet 1.5 and minimum COP of 3.6. Ductless mini-split heat pump system,zonal control: In homes where the primary space 3.4 heating system is zonal electric heating,a ductless mini-split heat pump system with a 1.5 minimum HSPF of 10.0 shall be installed and provide heating to the largest zone of the housing unit.4 3.5 2 Air-source,centrally ducted heat pump with minimum HSPF of 11.0.4 1.5 Ductless split system heat pumps with no electric resistance heating in the primary living areas.A ductless heat pump system with a minimum HSPF of 10 shall be sized and installed to provide heat to entire dwelling unit at the design outdoor air temperature. 3.6 2 2.0 To qualify to claim this credit,the building permit drawings shall specify the option being selected,the heated floor area calculation,the heating equipment type(s),the minimum equipment efficiency,and total installed heat capacity(by equipment type). 2 An alternative heating source sized at a maximum of 0.5 W/sf(equivalent)of heated floor area or 500 W,whichever is In bigger,may be installed in the dwelling unit. 3 To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 4 To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 4. HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM OPTIONS All supply and return ducts located in an unconditioned attic shall be deeply buried in ceiling insulation in accordance with Section R403.3.7. For mechanical equipment located outside the conditioned space,a maximum of 10 linear feet of return duct and 5 linear feet of supply duct connections to the equipment may be outside the deeply buried insulation.All metallic ducts located outside the conditioned 4.1 space must have both transverse and longitudinal joints sealed with mastic. If flex ducts 0.5 are used,they cannot contain splices. Duct leakage shall be limited to 3 cfm per 100 square feet of conditioned floor area. Air handler(s)shall be located within the conditioned space. HVAC equipment and associated duct system(s)installation shall comply with the requirements of Section R403.3.7. Locating system components in conditioned crawl spaces is not permitted under this option. 4 2 Electric resistance heat and ductless heat pumps are not permitted under this option. 1.0 Direct combustion heating equipment with AFUE less than 80%is not permitted under this option. To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and all the ductwork. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 6 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family—New&Additions(effective February 1,2021) Table 406.3—Energy Credits(Single Family) Option Description Credits:SF 5. EFFICIENT WATER HEATING OPTIONS Only one option from Items 5.2 through 5.6 may be selected in this category.Item 5.1 may be combined with any option. A drain water heat recovery unit(s)shall be installed,which captures waste water heat from all and only the showers, and has a minimum efficiency of 40%if installed for equal flow or a minimum efficiency of 54%if installed for unequal flow.Such units shall be rated in accordance with CSA B55.1 or IAPMO IGC 346-2017 and be so labeled. 5.1 0.5 To qualify to claim this credit,the building permit drawings shall include a plumbing diagram that specifies the drain water heat recovery units and the plumbing layout needed to install it. Labels or other documentation shall be provided that demonstrates that the unit complies with the standard. Water heating system shall include one of the following: 5.2 Energy Star rated gas or propane water heater with a minimum UEF of 0.80.5 0.5 Water heating system shall include one of the following: Energy Star rated gas or propane water heater with a minimum UEF of 0.91 or Solar water heating supplementing a minimum standard water heater.Solar water heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC)Annual Performance of OG-300 Certified Solar Water Heating 5.3 Systems or 1.0 Water heater heated by ground source heat pump meeting requirements of Option 3.3. To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and,for solar water heating systems,the calculation of minimum energy savings. Water heating system shall include one of the following: Electric heat pump water heater meeting the standards for Tier I of NEEA's advanced water heating specification or 5.4 For R-2 Occupancy,electric heat pump water heater(s), meeting the standards for Tier I of 1.5 NEEA's advanced water heating specification, shall supply domestic hot water to all units. If one water heater is serving more than one dwelling unit, all hot water supply and recirculation piping shall be insulated with R-8 minimum pipe insulation.5 Water heating system shall include one of the following: Electric heat pump water heater meeting the standards for Tier III of NEEA's advanced water heating specification or 5.5 For R-2 Occupancy,electric heat pump water heater(s), meeting the standards for Tier III of 2.0 NEEA's advanced water heating specification, shall supply domestic hot water to all units. If one water heater is serving more than one dwelling unit, all hot water supply and recirculation piping shall be insulated with R-8 minimum pipe insulation.' Water heating system shall include one of the following: Electric heat pump water heater with a minimum UEF of 2.9 and utilizing a split system configuration with the air-to-refrigerant heat exchanger located outdoors. Equipment shall meet Section 4, requirements for all units, of the NEEA standard Advanced Water Heating Specification with the UEF noted above or 5.6 2.5 For R-2 Occupancy,electric heat pump water heater(s), meeting the standards for Tier III of NEEA's advanced water heating specification and utilizing a split system configuration with the air-to-refrigerant heat exchanger located outdoors,shall supply domestic hot water to all units. If one water heater is serving more than one dwelling unit,all hot water supply and recirculation piping shall be insulated with R-8 minimum pipe insulation.5 5 To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 7 2018 Washington State Energy Code—Residential Prescriptive Energy Code Compliance for All Climate Zones in Washington Single Family—New&Additions(effective February 1,2021) Table 406.3—Energy Credits(Single Family) Option Description Credits:SF 6.RENEWABLE ELECTRIC ENERGY OPTION For each 1200 kWh of electrical generation per housing unit provided annually by on-site wind or solar equipment a 1.0 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems,the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs or approved alternate by the code official. 6.1 Documentation noting solar access shall be included on the plans. For wind generation 1.0 projects designs shall document annual power generation based on the following factors: the wind turbine power curve;average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall show the photovoltaic or wind turbine equipment type, provide documentation of solar and wind access,and include a calculation of the minimum annual energy power production. 7.APPLIANCE PACKAGE OPTION All of the following appliances shall be new and installed in the dwelling unit and shall meet the following standards: Dishwasher—Energy Star rated Refrigerator(if provided)—Energy Star rated Washing machine—Energy Star rated 7.1 Dryer—Energy Star rated,ventless dryer with minimum CEF rating of 5.2 0.5 To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall show the appliance type and provide documentation of Energy Star compliance.At the time of inspection, all appliances shall be installed and connected to utilities. Dryer ducts and exterior dryer vent caps are not permitted to be installed in the dwelling unit. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 8 NOT TO SCALE -� m III gaillir MIS - r ic" . - /////A- g \ ® 1 lid[ e 11 13 // DETAIL A 0- —Zo ®I--` - O b 0 CC I I j n © If stemwall height exceeds 48", additional backfill must be added on 5 the inside of the stemwall to gain a / z 0 max. of 48"of unbalanced backfill or cc Q 0 , � the stemwall must be engineered. II M- \ PER PLAN \ 1. Foundation drain as required- home owner responsibility 15. 3/4"T&G Subfloor, glued &nailed U.N.O. 16. 2x6 sole plate 2. Footing per plan 17. Caulking at all exterior wall bottom plates 3. Stem wall per plan 18. Nailing per shear wall schedule 4. .6 mil. black poly with 12" lap at joints-Wrap over top of 19. 2x6 Studs at 16" O.C. U.N.O. stem wall under P.T. Sill-Cut around FDN vents 20. R-23.5 BIBS Insulation 5. Horizontal rebar per plan 21. 1/2" GWB sealed to plates per ADA methods 6. #4 Vertical rebar w/90 degree hook at 48" O.C. 22. 3" sill seal, caulking, or other approved method per ADA alternating hooks U.N.O. methods 7. Foundation vent shown beyond 23. 7/16" OSB Sheathing-Hang down 1/2" below P.T. sill 8.Anchor bolts per shear wall schedule 24. Edge nailing per shear wall schedule 9. 6" Sill Seal 25. TYVEK Drain Wrap under sill wrapped min. 6" up 10. 2x7 P.T. Sill plate with 1/2" exterior overhang sheathing-Slice bottom at 48" O.C. for drainage 11.Top flange joist hangers 26. TYVEK Drain Wrap up entire face of sheathing-Overlap 12. Floor joists per plan bottom piece-Tape/seal all lap splices 13. Batt insulation Per Plan-Hold in place W/twine 27. Finish grade- Must meet frost depth requirements 14. R-10 (min.) rigid foam insulation baffle at FDN vent- Extend 12" into joist bay& Foam seal all edges to secure and seal-(Optional Dbl. R-10 or 4"thick rigid- Bevel end@ vent opening to allow for air flow) LEXAR FOUNDATION DETAIL HOMES FLOOR SYSTEM - HUNG S 01 1 Copyright©2021,LEXAR Homes LLC. ■ NOT TO SCALE 21 mlir m o 23 A _ m / .7-,2m."-'11111 \ c/I i IH 0 � , m 11',, O N 13 / 1 24 `� I / DETAIL-A Q, /' 25 m ID II -1 O 2 11 1 I Q Zo 11 zQ / J' If stemwall height exceeds 48", o_ 27 =a . 11, additional backfill must be added on cc ,II �O the inside of the stemwall to gain a max. of 48"of unbalanced backfill or — 1_ a°ii 3 © the stemwall must be engineered. 1 1 FE, < - ;.,;,!ivcii).- t -- ." „- , 1v- PER PLAN \ I I-M -I I 14. Foam seal rim joist at seams&corners (optional) 1. Foundation drain as required-home owner responsibility 15. 3/4"T&G Subfloor, glued &nailed U.N.O. 16. 2x6 sole plate 2. Footing per plan 17. Caulking at all exterior wall bottom plates 3. Stem wall per plan 18. Nailing per shear wall schedule 4. .6 mil. black poly with 12" lap at joints-Wrap over top of 19. 2x6 Studs at 16" O.C. U.N.O. stem wall under P.T. Sill-Cut around FDN vents 20. R-23.5 BIBS Insulation 5. Horizontal rebar per plan 21. 1/2" GWB sealed to plates per ADA methods 6. #4 Vertical rebar w/90 degree hook at 48" O.C. 22. 3" sill seal, caulking, or other approved method per ADA alternating hooks U.N.O. methods 7. Foundation vent shown beyond 23. 7/16" OSB Sheathing-Hang down 1/2" below P.T. sill 8.Anchor bolts per shear wall schedule 24. Edge nailing per shear wall schedule 9. 6" Sill Seal 25. TYVEK Drain Wrap under sill wrapped min. 6" up 10. 2x6 P.T. Sill plate with 1/2" exterior overhang sheathing-Slice bottom at 48" O.C. for drainage 11. Rim joist per plan 26. TYVEK Drain Wrap up entire face of sheathing-Overlap 12. Floor joists per plan bottom piece-Tape/seal all lap splices 13. Batt insulation Per Plan-Hold in place W/twine 27. Finish grade- Must meet frost depth requirements LEXAR FOUNDATION DETAIL HOMES FLOOR SYSTEM - RIM S 01 2 Copyright©2021,LEXAR Homes LLC. ■ R302.6 Dwelling-garage fire separation NOT TO SCALE The garage shall be separated as required by Table R302.6. Openings in garage walls shall comply with Section R302.5. Attachment of gypsum board shall comply with Table R702.3.5. The wall separation provisions of Table R302.6 shall not apply to garage walls that are perpendicular to the adjacent dwelling unit wall. TABLE R302.6 \_D DWELLING-GARAGE SEPARATION SEPARATION MATERIAL _ 0 From the residence and attics Not less than 1/2-inch gypsum �' 7 board or equivalent applied to 10 the garage side O From habitable rooms above Not less than 5/8-inch Type X the garage gypsum board or equivalent Structure(s) supporting floor/ Not less than 1/2-inch gypsum ceiling assemblies used for board or equivalent 3 separation required by this 11 section Garages located less than 3 Not less than 1/2-inch gypsum . feet from a dwelling unit on the board or equivalent applied to same lot the interior side of exterior 12 walls that are within this area -1 ' \\ \ For SI: 1 inch = 25.4 mm, 1 foot= 304.8 mm. II" II° O II Il O I I I I 1. Compact fill 2. Foundation per plan 3. Floor system per plan 4. 3/4"T&G subfloor, glued &nailed 5. 2x6 Sole plate 6. Nailing per shear wall schedule 7. 2x6 Studs @ 16" O.C. U.N.O. 8. R-23.5 BIBS Insulation 9. 1/2" GWB sealed to plates per Advanced Drywall Application methods 10. 1/2" GWB or 5/8"Type-X GWB as required-See table R302.6 above-Hang down 1/2" below P.T. sill plate 11. Edge nailing per shear wall schedule 12. 4" Concrete slab on compact fill-Slope 2"to front of home LEXAR FOUNDATION DETAIL HOMES GARAGE AT HOUSE - HUNG 03 . 1 Copyright©2021,LEXAR Homes LLC. J Dwelling-garage fire separation. NOT TO SCALE The garage shall be separated as required by Table R302.6. Openings in garage walls shall comply with Section R302.5. Attachment of gypsum board shall comply with Table R702.3.5. The wall separation provisions of Table R302.6 shall not apply to garage walls that are perpendicular to the adjacent dwelling unit wall. TABLE R302.6 N� 0 DWELLING-GARAGE SEPARATION Q SEPARATION MATERIAL From the residence and attics Not less than 1/2-inch gypsum 10 7 board or equivalent applied to the garage side 0 From habitable rooms above Not less than 5/8-inch Type X the garage gypsum board or equivalent Structure(s) supporting floor/ Not less than 1/2-inch gypsum ---- ceiling assemblies used for board or equivalent n 3 separation required by this /} section _ Garages located less than 3 Not less than 1/2-inch gypsum 1 feet from a dwelling unit on the board or equivalent applied to 13 same lot the interior side of exterior // walls that are within this area 1— 11 For SI: 1 inch = 25.4 mm, 1 foot= 304.8 mm. 12 I I I I -1 1. Compact fill 2. Foundation per plan —a a 3. Floor system per plan 4. 3/4"T&G subfloor, glued &nailed •a 5. 2x6 Sole plate 6. Nailing per shear wall schedule 7. 2x6 Studs @ 16" O.C. U.N.O. 8. R-23.5 BIBS Insulation 9. 1/2" GWB sealed to plates per Advanced Drywall Application methods 10. 1/2" GWB or 5/8"Type-X GWB as required-See table R302.6 above-Hang down 1/2" below P.T. sill plate 11. Edge nailing per shear wall schedule 12. 4" Concrete slab on compact fill-Slope 2"to front of home 13. Steps as required- By others U.N.O. LEXAR FOUNDATION DETAIL HOMES GARAGE AT HOUSE — RIM O� Copyright©2021,LEXAR Homes LLC. J • NOT TO SCALE I ® 0111 ►� 0 • 11 0 ® ��- 1111 A I0 r 0 gTh Lrl If„ I . .• DETAIL A r-`III N '® . i 11 • I I I I I I I- - I I I I I I I I- 13 I I I I I I earF8 :e 1. Foundation drain as required-home owner responsibility 13. 1/2"or 5/8"Type-X GWB as required- Rest bottom on P.T. U.N.O. sill 2. Foundation per plan 14. 7/16" OSB Sheathing- Hang down 1/2" below P.T. sill 3. Compact fill 15. Edge nailing per shear wall schedule 4. 4"concrete slab on compact fill-Slope 2"toward from of 16. TYVEK Drain wrap under sill wrapped min. 6" up home. Elevation determined on site. sheathing-Slice bottom at 48" O.C. for drainage 5. Garage door buck out shown beyond-See garage slab& 17. TYVEK Drain wrap up entire face of sheathing-Overlap door buck out detail S-05 bottom piece-Tape/Seal all lap splices 6. Anchor bolts per shear wall schedule 18. Finish Grade-Must meet frost depth requirements 7. 6" Sill Seal 8. 2x7 P.T. Sill plate with 1/2" exterior overhang 9. 5-1/2"x 3/4" Shim-Scrap piece of sub floor- Leave gap at anchor bolts 10. 2x6 Sole Plate 11. 2x6 Studs at 16" O.C. U.N.O. 12. R-23.5 BIBS Insulation- If garage to be insulated LEXAR FOUNDATION DETAIL HOMES GARAGE - EXTERIOR S-04 Copyright©2021,LEXAR Homes LLC. GENERAL NOTES: NOT TO SCALE A. The garage floor must be sloped per code (Approx 2° back to front) to ensure proper run off&drainage. The backfill grade should be sloped in the same manner. B. Incorrect grade &poor fill materials may cause settling &cracking. Be sure to use the proper materials when doing the backfill (pit run, pea gravel, crushed rock or dirt with binder rock). DO NOT use clay or soils that could contain wood or roots. After framing is complete, the grade may need to be adjusted due to the fill settling. C. The finished grade should be 4" below the bottom of the garage door trim. If a man door is installed, the finished concrete grade will be flush to the garage door sill &the man door threshold. Install a gasket or sill seal between the bottom of the door trim, and the top of the slab. UI 11 I 0 0 0 0 141 1 1111111 I l 1 1 1 1 1 n III=III=1 11=III=1 111I 11 111=111=11 111=111-111=1 I I GARAGE DOOR BUCKOUT&TRIM 0 SLOPE: 2° BACK TO FRONT ii-arayat _jam l 111=1 1=1 , =1 =11=111=11-1 111=111=111=111=111=111-111- =1 - 11111111111 I- 1-111-I 111=1 i' 11=111=111=111=111=111=111=111- 1 -111111111-1 =111=1 1 —111=111=111=111=111=111=111=11, ID 111-11 111111_ 1I 1, I 3 _ 111=111=111=111=111=111=11H 1 -I 11=111=111 1 11 111— =11=1 1=111=1 1-1 =111-111=111=111=111=111=111- 111=111=111=1 111=111_ H11-111-111-111= 111=111=111=111=111=111=111=' ,H11=111=111=111-111=111= =11=111=111=111=1_ --111=111=111=111=111=111=1 -111=111=111=111=111=111=111- 11 I=11 I=11 I=111 1, H 11=11=11=11=11=11-, -11 I=11 I=11 I=11 I=11 I=111=1 =11—I I—I I—I I—I I- 1 I—I I—I I—I I—I I—I I-11 1=III=III=III—III—III-111_ H11=111=111=111=1 11—i 11—i 11—i 1 H11=111=111=111=111=111—= 11=111=111=111=111=111=1, =11 I=11 I=11 I=11 I=111=111=111=111=11 I=11 I=11 I=11 I=11 I=111=11 L- -111=111=111=111=111=111=111=111-11 I=11 I=111=111=111=111-111=111=11 1. Backfill grade 2. Backfill/Grade line 3. Pour slab to the outside of foundation wall 4. Top of 4"concrete slab. Elevation determined on site. 5. 2x6 P.T. garage door trimmer stud- Extend to top of footing 6. 5/4"x 6"garage door trim-see general note C LEXAR DETAIL HOMES FOUNDATION - GARAGE SLAB & DOOR S_o Copyright©2021,LEXAR Homes LLC. B U C KO UT NOT TO SCALE Method A-Typical Interior CI Pony Wall Construction I I � / /T/ I I O 8 10 I I I / / / I I I / © O rh/® ® O ,1 / 12" MAX. \ 24" 12" MAX. 01 N N A AI O MR0 O 0 © O I , � w © /m **Typical Construction** QMethod A shown above-Studs must align w/joists if using single top plate method 1. Footing per plan 2. Horizontal rebar per plan **Alternate Methods** 3. Sill seal Method B- Use double top plates w/ 4. 2x6 P.T. Sill Plate studs at 16" O.C. -Stud alignment 5. 1/2"x 8"Anchor bolt with 3" x 1/4" galvanized washer at 72" not required w/this method O.C. U.N.O. 6. 2x4 Studs at 19.2" O.C. Method C- Use Double top plates w/ 7. (2) 2x4 Headers on edge under top plate U.N.O. studs aligned w/joists 8. 2x4 Top plate 9. Floor joists per plan Clearance from bottom of footing to 10. Joists blocking (Where required) bottom of headers to be 15-1/2"for 11. 3/4"T&G Subfloor-Glued & Nailed methods B &C LEXAR FOUNDATION DETAIL HOMES INTERIOR PONY WALL S-06 Copyright©2021,LEXAR Homes LLC. This detail is intended to show the transfer of shear from the NOT TO SCALE framed wall above to the footing below through the floor diaphragm. See plans for shearwalls. ;N 14 01[0 ® 14 4D 43 13 ® , 0 _ 0 15 a J--illl 15 II0 ° / 0 1-n 11 / 11 11 7 . 15 11 a I1 14 111 0 14 ° ® .► 0 z gl z. 0e i.l° 2• ° . Z O° II z °. ..0 O . .ED O , . , 16" MIN. ,s ,11, 16" MIN. ,s ALTERNATE METHOD -APPLIES PERPENDICULAR JOIST TO WALL PARALLEL JOIST TO WALL TO PERPENDICULAR AND PARALLEL JOISTS *** 12" Footing Depth Only Required for HDU installation. If HDU is Not Required, Refer to Footing Schedule for Footing Size. 1. Foundation per plan-See schedule for size& 9. Floor system per plan reinforcement 10. Joist blocking between joists 2. 2x P.T. Sill plate 11. Connect blocking to cripple wall w/A35's at each end of 3. Double 2x sill/sole plate blocking 4. 2x Cripple wall studs 12. 6"Timberlok screw at 8" O.c. into joist blocking 5. Anchor bolts per plan 13. Holdown per plan 6. Anchor bolts per plan 14. 7/16" OSB sheathing 7. 5/8"threaded rod &coupler to holdown above 15. Nailing per shearwall schedule 8. Double nut at end of threaded rod LEXAR FOUNDATION DETAIL HOMES INTERIOR SHEARWALL CONNECTION S-0 7 Copyright©2021,LEXAR Homes LLC. NOT TO SCALE / 0 W 2 Ufer ground is to be located on same Z., = wall as electrical meter&panel � f- =I Z = N p 6 20 ' o �, � m / W 00 ti. N Door openings are allowed within the 14"44.„,,. 20'-0"distance between vertical rebar for ufer ground 1. 2x7 Sill plate with 1/2" exterior offset 2. (2) #4 Rebar to extend 12"above sole place&placed a min/ of 20'-0"apart 3. Tie#4 rebar to rebar on inside of footing LExAR FOUNDATION DETAIL H O M ES UFER GROUND S-08 Copyright©2021,LEXAR Homes LLC. NOT TO SCALE 11 GENERAL NOTES: A. Where there is less than 4'-0"of unbalanced backfill &the foundation wall does '� not exceed 4'-6", The stemwall is permitted to be 6"thick with (1)#4 cont. rebar within 12" of the top of the foundation wall for seismic design areas D1 &D2 (2018 IRC R404.1.4) I B. Where there is more than 4'-0"of unbalanced backfill, walls must be laterally restrained at top &bottom, or designed by an engineer. (2018 IRC R404.1.4.2) ® C. Foundation sub-contractor is required to verify step locations with contractor& building department. D. All framed FDN walls are to be sheathed &nailed per shear wall details on each plan.When plans call out a holdown at framed FDN wall, there must be a connection from the FDN to the bottom plate of the main level wall using a 1/2" 11 coupling attached to a threaded rod or ASTM A 307 bolt. Connect to main level DETAIL-A wall bottom plate with holdown per plan (see detail-A) (See detail- B for Al rim joist application) 0.-0,1 E.The foundation in this plan is designed prescriptively per 2018 IRC chapter 4. This detail is intended to show the shear transfer from the main level walls to the prescriptive FDN using framed walls that do not exceed 48" in height. If JI over 48" in height on a braced wall line, entire framed wall area will be counted Rim Joist eas an additional story per R602.10.11.3. The footing must be increased in size Option as a multi-story unit per table R403.1(1) on page S-T2 of this packet. F. Framed FDN walls designed per R602.9, section R602.10.11 through section Nill % IN pp. • R602.11.2 of the 2018 IRC. co DETAIL B ' N FLOOR ABOVE B —�2' MIN. SPLICE A Q 0 7 0O lElp=—IP' 4D� �oo �oa000a000.000a� �) 4 � ._ it �O% ( X ...,, 2 3 _......., ,_ . ..„___ = - - _ � 1 18" MIN. Liv 0 3�SPLICE x J L -- - - P , z v 'I ® III III III III III III , , � m Q II 0 1. Anchor bolts per plan 12. 1/2" Coupling to threaded rod attachment 2. Cont. #4 rebar per plan Lap splice length per 13.Attach top plate of FDN wall to bottom plate of main floor 3. #4 Rebar with 18" splice Typ. Table R608.5.4(1) with 1/2"threaded rod, nut, &Std. 3"Washer-Attach 4. 2x6 bottom plate sheathing edges at top plates with 8d nails at 4" O.C. 5. 2x7 P.T. Sill plate with 1/2"exterior overhang 14. Sheathing laps top plate- Break at mid point of plate 6. Floor joists per plan (shown beyond) 15.Toe-nail rim joist with 10d nails at 12" O.C. U.N.O. 7. 2x Studs at 16" O.C. U.N.O. 16.Attach sheathing to top plate with 8d nails per shear wall 8. 3/4"T&G subfloor glued &nailed schedule- Nail top plates together with 10d at 12" O.C.- 9. CS16 Each side of splice-48" Long Splices are min. 48"attached with 10d Nails at 6" O.C. 10. Footing step to allow for frost depth-Stagger alignment 17.Top flange joist hanger to hang off of dbl Top plate of the between footing step &stem wall step- Measurement framed foundation wall-Attach hanger and joist per MFR's TBD in field specs 11. Holdown per plan 18.Attach to sole plate with 8d nails per shear wall schedule LEXAR FOUNDATION DETAIL HOMES STEPPED STEM WALL S-09 Copyright©2021,LEXAR Homes LLC. General Notes: NOT TO SCALE A. Refer to table below for installation requirements B. Strap may be bent one full cycle (Horizontal 90°then bent vertical)to aid wall placement, but may cause spalling behind the strap-Spalling may affect load capacity of the strap- Refer to Manufacturer's spec's for table loads C. Any portion of the strap left exposed should be protected against corrosion D. Do not install where a horizontal cold joint exists within the embedment depth between the slab&foundation wall or footing beneath unless provisions are made to transfer the load, the slab is designed to resist the load imposed by the anchor or slabs are poured over concrete block foundation walls E. HDU2 may be used in place of LSTHD8/STHD10. Q' ' O p o 0 O • • . ® :: - 11114,10 \-- 11 of © � � �` , �A 3 3^ HOLDOWN EMBEDMENT MIN. STUDS NAILING LOADS W/SPALL LSTHD8 OR LSTHD8RJ 8" 2 (20) 16d SINKER <1" = FULL LOAD 1-4" = .9 TIMES FULL LOAD STHD10 OR STHD1ORJ 10" 2 (24) 16d SINKER <_4" = FULL LOAD STHD14 OR STHD14RJ 14" 2 (30) 16d SINKER <_4" = FULL LOAD 1. Strap per plan-See table above for requirements 6. Corner stud strap installation 2. Install 3"from edge of foundation for full 3-1/2"offset from 7. Double 2x stud strap installation edge of framing. 8. 2x Sole plate 3. Embedment into concrete as required 9. 2x P.T. Sill plate 4. Strap may be bent to aid wall placement 10. Subfloor (see general note B) 11. Rim joist per plan 5. Continuous horiz. rebar LEXAR HOLDOWN DETAIL HOMES STHD INSTALLATION S- 1 0 Copyright©2021,LEXAR Homes LLC. General NOT TO Notes: SCALE A. HDU2 may be used in place of LSTHD8/STHD10. O O [I PI HDU2 HDU4 O lk IlBolt to be in place \•••••••• — — — -----N II prior to pouring Mrk foundation. Anchor , may not be wet set. HDU5 HDU8 HOLDOWN ANCHOR BOLT EMBEDMENT MIN. STUDS NAILING HDU2 5/8" DIA. a 2 (6) SIMPSON SDS 1/4"x 2-1/2" SCREWS HDU4 5/8" DIA. a 2 (10) SIMPSON SDS 1/4"x 2-1/2" SCREWS HDU5 5/8" DIA. a 2 (14) SIMPSON SDS 1/4"x 2-1/2" SCREWS HDU8 7/8" DIA. a 3 (20) SIMPSON SDS 1/4"x 2-1/2" SCREWS a. Embedment dependent on site specific conditions- Refer to MFR. spec's 1. Holdown per plan 2. Anchor bolt as required-See table above for embedment 3. 2x Studs-See table above for min. requirement 4. Floor system per plan LEXAR HOLDOWN DETAIL HOMES HDU INSTALLATION S- 1 1 Copyright©2021,LEXAR Homes LLC. General Notes: NOT TO SCALE A. For CS straps, the overall cut legnth of the strap shall be twice the end length-see table below for requirements B. When installing over wood structural panel sheathing, use 2-1/2" long nails min. C. When installing MST straps, splitting may occur in framing members less than 3-1/2" in width- If splitting occurs, use every nail hole on both sides of strap D. Use half of the required nails in each member being connected to achieve the required nailing &loads- Refer top tables below for nailing MST REQUIREMENTS HOLDOWN LENGTH (L) MIN. STUDS NAILING MST27 27" 2 (30) 16d MST37 37-1/2" 2 (42) 16d 0 MST48 48" 2 (50) 16d CS REQUIREMENTS I HOLDOWN END LENGTH (L) MIN. STUDS NAILING 0 I CS14 15" 1 (26) 10d III o O 16" (30) 8d CS16 11" 1 (20) 10d 13" (22) 8d •' CS18 9" 1 (16) 10d •I © j = -fl II I -il II I •I O II I O I II I I II I I II I I II I I II I II I �_ II I - - 1. CS Strap per plan 2. MST Strap per plan 3. Nailing not required in rim joist-Add height of rim joist to overall length of strap 4. Studs as required-See table above 5. 7/16" OSB sheathing LEXAR HOLDOWN DETAIL HOMES CS/MST INSTALLATION S- 1 Copyright©2021,LEXAR Homes LLC. 11 O NOT TO SCALE 12 0 ® 0 12" MAX. 24" 12" MAX.• • EDI 0 0 1. Footing per plan 2. Horizontal rebar per plan 3. Sill seal 0 0 4. 2x6 P.T. Sill Plate ►� 5. 1/2"x 8"Anchor bolt with 3"x 1/4"galvanized washer at 72" O.C. U.N.O. 111, 6. 2x4 Studs-Size and Spacing to Match Bearing Wall Above 0 7. (2) 2x4 Headers on edge under top plate U.N.O. at Openings 8. (2) 2x Top plates 9. Floor joists per plan 10. Full Depth Blocking Below Bearing Wall Above 11. 3/4"T&G Subfloor-Glued & Nailed 12. Provide Additional Top Plate Above Header at Opening Locations 13. 0.131"x 3" Nails at 16" O.C. U.N.O 14. (2) 0.131"x 3"Toenails From Every Joist To Double Top Plate LE)ICAR FOUNDATION DETAIL HOMES INTERIOR PONY WALL AT BEARING WALL S- 16 Copyright©2021,LEXAR Homes LLC. ABOVE DO NOT SCALE c 14 12 ® • 13 �00016UL) C0= S D -O -O 10 10 O - J O © ==0 Illi= II! o:°IIh. IIII IIII� _ 411 1 o eilll - - . . - Foundation Per Plan • • 1. 2x wall studs 11. Double top plate (top plate &tie plate) 2. Full height king studs adjacent to header typ. 12. Stagger joints 24" or use splice plates 3. Jack/trimmer studs typ. (2018 IRC R602.3.2) 4. Cripple studs 13. Cut plate tied W/16 gage steel strap 5. 2x6 window sill. Tilt 1/4"toward exterior. (2018 R602.6.1) 6. 2x bottom plate 14. Fireblock around pipe 7. 3/4"T&G subfloor 15. R-23.5 BIBS insulation each stud bay. Leave no gaps 8. 2xP.T. Sill 16. R-10 insulation @ header. Seal all edges 9. Floor system per plan 10. Header per plan. Header to be butted against top plates LEXAR DETAIL HOMES TYPICAL WALL FRAMING /�k_O Copyright©2021,LEXAR Homes LLC. /'-' I DO NOT SCALE _. N t� = 0 0 0 O� -- O _® � ® ® bo (3..2. 0 P ° 0 A© i1 o ° 1 o ° E 0 o1- E /Op ao © IMIA - © I 7 0 maiti rn 0 0 • • • I, ....=..,:--------- I I I ,. . . . . . . Standard Header TYP. 3-1/2"x 7-1/2" Upsized 3-1/2"x 9" Upsized 3-1/2"x Height Header Header 10-1/2" Header When required to upsize the header, it is preferred to move up to a taller beam where possible maintaining the 3-1/2" Al thickness for insulation purposes. 1. 2x6 Wall studs per plan 2. Approx. 1-1/8" gap above door frame. 3. 2x6 Nailer. 4. Dbl. 7/16" OSB shim. 5. 2x4 spacer. 6. Top plate (when upsizing beam, it may be necessary to remove top plate). 7. Tie plate 8. Header per plan (see label below for specific condition) 9. 7/16" OSB sheathing 10. TYVEK building wrap 11. Exterior door per plan 12. R-10 Rigid foam insulation. 13. Foam seal gap @ top of door frame. LEXAR DETAIL HOMES TYPICAL EXTERIOR DOOR HEADER A-0 ■ 1 Copyright©2021,LEXAR Homes LLC. ** When changing to 9' or 10' ceilings and windows ARE DO NOT SCALE upsized 1' or 2', the header height will adjust to accommodate the window size. The sill will remain at the same height as it is with 8' ceilings. If windows are NOT upsized, header height ■ remains as shown in the detail below** 0 0 0 ■ 0 0 ► 0 O m 0 !1m r. 0 II 0 A- i ■© 12 ao ■ I � *Ile ChoQ m0 ■ 0 N � w ��w .II Al k 0 r 0 0 I'r 0 Detail -A I Standard Header TYP. 3-1/2"x 7-1/2" Upsized 3-1/2"x 9" Height Header Header When required to upsize the header, A. the 3-1/2"x 9" GLB is preferred over the 5-1/2"x 7-1/2" as it still allows for insulation at the header. 1. 2x6 wall studs @ 16" O.C.Typ. 9. Butyl pan flashing @ window sill. Extend min. 6" up each 2. 2x6 window sill.Tilt 1/4"toward exterior side of window framing. 3. 2x6 nailer. 10. Low-E glazing 4. Top plate (when upsizing beam, it may be necessary 11. R-10 rigid foam insulation to remove top plate) 12. Continuous caulking around top and sides of window. 5. Tie plate DO NOT caulk the bottom of window to allow for 6. Header per plan (see label below for specific condition) drainage in the event of a window seal failure 7. 7/16" OSB sheathing **ALTERNATE** use skip caulk method if sealing 8. TYVEK building wrap. Make standard "I" cut and wrap the bottom of the window** sides into window opening, tack on all sides. LEXAR DETAIL HOMES TYPICAL WINDOW HEADER FRAMING A-02 Copyright©2021,LEXAR Homes LLC. • ►i DO NOT SCALE 1111- 11 4Ni] • 11 _ c=x) ct , A 0 0 4 0 0 i= 0 0 0 o 0 r lin 10 10 10 o i ' .w _\ _ . _\\_ . _\ _ . Standard Header TYP. 3-1/2"x 7-1/2" Upsized 3-1/2"x 9" Upsized 3-1/2"x Upsized 3-1/2"x Height Header Header 10-1/2" Header 12" Header When required to upsize the header, it is preferred to move up to a taller beam where possible maintaining the 3-1/2" Al thickness for insulation purposes. 1. 2x6 Wall studs per plan 2. Approx.1/2"-5/8" gap. 3. 2x6 Nailer. 4. 2x4 Spacer(s) 5. Top plate (when upsizing beam, it may be necessary to remove top plate) 6. Tie plate 7. Header per plan (see label below for specific condition) 8. 7/16" OSB sheathing 9. TYVEK building wrap 10. Sliding glass door. 11. R-10 Rigid foam insulation. 12. Foam seal top and sides of door. LEXAR DETAIL HOMES TYPICAL SLIDING GLASS DOOR HEADER A-02 . 3 Copyright©2021,LEXAR Homes LLC. NOT TO SCALE 13 12 T O9 10 • • • • 6 • 11 • • 5 ' 1 ' 1 ' 1 ' 1 ° 11 1 1 1 � 1. Foundation per plan 9. Header per plan 2. Approximate finished grade 10. Dbl 2x Top plate 3. 2x P.T. Sill plate 11. Holdown per plan- Install per MFR spec's-Requires (2) 2x 4. 3/4"T&G Subfloor, glued &nailed studs min. 5. 2x Sole plate-Nailing per shear wall schedule 12. Edge nailing above holdowns typ. per shear wall schedule 6. 2x6 Studs @ 16" O.C. U.N.O. 13. Edge nailing to top plate&boundary members per shear wall 7. 2x6 King stud as required schedule 8. 2x6 Trimmer stud as required 14. Field nailing per shear wall schedule 15. 7/16" OSB sheathing typ. LEXAR FRAMING DETAIL HOMES TYPICAL SHEAR WALL ELEVATION A-03 Copyright©2021,LEXAR Homes LLC. NOT TO SCALE 0 - / ill*a 101 11110 1. APA rated sheathing with 8d at 6" O.C. at edges& 12" O.C. in field, Typ. U.N.O. 2. Stagger end joints 3. Panel clips as required 4. Strength axis 5. 1/8" Gap recommended at all end &edge joints 6. Trusses per MFR 7. 2x Wall framing 8. 2x Dbl. top plates LEXAR FRAMING DETAIL HOMES TYPICAL ROOF SHEATHING A-04Copyright©2021,LEXAR Homes LLC. NOT TO SCALE 11 i 0 Plate Splice at Beam m 0 0 0 0 0 0 Typ. Beam to Plate Splice 1. Use B.U. studs for full bridge with shim as required- 7.Where beam breaks the top plate use Simpson ST6215 as Attach with .131"x 3"at 12" O.C. staggered, typ. shown for plate splice 2. (4) .131"x 3" EA side, typ. 8. Beam per plan 3. As required, a Simpson ST6215 may be used in lieu of the 9. Min. (2) 2x cripple studs required lap&nailing shown 10. Continuous double top plate 4. Splice over stud 11. Simpson ST6215 required U.N.O. -Center at beam/plate 5. Use (12) .131"x 3"or(8) .162"x 3-1/2" EA side of splice splice, Strap from top of interference with intersecting 6. Studs per plan wall LEXAR FRAMING DETAIL HOMES TYP. PLATE SPLICING WITH BEAM A-05 Copyright©2021,LEXAR Homes LLC. ALTERNATE: NOT TO SCALE If gable end wall is framed in such a way that it creates a hinge point, use 24" long CS16 straps at every other stud as shown in Alternate Method below. 0 2 � © 0 ON TYPICAL BALLOON FRAMING 0 8 � _ 11 v� J ALTERNATE METHOD 1. 2x Studs per plan 2. Single 2x top plate at bottom chord of truss 3. Continuous blocking between adjacent wall top plates 4. Vaulted truss bottom chord 5. Double top plate 6. 24" Long CS16 Strap-Attach with (16) 8d total, (8) at each end TYP. U.N.O. 7. 2x Cripple stud aligned with wall stud below 8. Add cripple stud as required for alignment with stud below at CS16 locations-More than (1) cripple stud may be required-Stitch nail cripple stud with .131"x 3"at 6" O.C. TYP. U.N.O. LEXAR FRAMING DETAIL HOMES BALLOON FRAMING A_08Copyright©2021,LEXAR Homes LLC. EXTENT OF HEADER- DOUBLE PORTAL FRAME (2 BRACED WALL PANELS) NOT TO SCALE EXTENT OF HEADER-SINGLE PORTAL FRAME (1 BRACED WALL PANEL) 2' 0"TO 18' 0" — -— / 7 : : * A 0 __ :0 11 \\ ee ° aee °e etr� rat' ; dI m �t = .. .. 0 c7 w 0 :: ,� Ih : �`TSEE See notes ' o below n O „� 12 va ee � 1 DETAIL-A : I O - I 0 • •..� 0um mu 0 oiiL 14o - -tea°e - Iii� liiA I'll III - II I11:1_ clri z7 —II11= II�/�/ I 1 ,i ®mil Notes: For plate splice (if needed) panel edges shall occur TABLE R602.10.5 over&be nailed to common blocking &occur within MIN. LENGTH OF BRACED WALL PANELS the middle 24"of wall height-One row of 16d nails Method MIN. LENGTH (Inches) Contributing at 3" O.C. is required in each panel edge (See Table 8' 9' 10' 11' 12' length (inches) R602.10.4) Refer to 2018 IRC R602.10.6.2 Supporting 16 16 16 18c 20c 48 roof only I 1. #4 Rebar at(3) places PFH Supporting 2. Min. (2) 1/2"anchor bolts- Refer to plans for specific one story& 24 24 24 27c 29c 48 requirements roof 3. Dbl. 2x sill plate 4. Holdown per plan 9. Fasten top plate to header with (2) rows of 16d sinker 5. 7/16" Min. OSB sheathing nails at 3" O.c.Typ. 6. Min. 2x4 wall framing 10. Fasten king stud to header with (6) 16d sinker nails 7. Fasten sheathing to header with 8d common or galvanized 11. Min. 3"x 11-1/4" header box nails in 3"grid pattern as shown &3" O.C. in all framing 12. Min. dbl. 2x4-See plans for specific requirements -Studs, blocking &sills Typ. 13. King stud as required 8. 1000 lb. Strap opp. sheathing-LSTA24 Min. 14. Typ. Portal frame connection LEXAR FRAMING DETAIL HOMES PORTAL FRAMING A-09 Copyright©2021,LEXAR Homes LLC. DO NOT SCALE ' '�'� 111II 111II 1111I111II' 0 0 0 ©Outside Corner Inside Corner 0 0 1p 1. 2x Wall Stud Typ. 2. 2x Nailer for Sheathing 3. GWB Per Plan Typ. 4. 7/16"Wall Sheathing Typ. 5. Strap Per Plan (If Required)-See detail S-10, S-11, S-12 6. Nailing Per SW Schedule LEXAR DETAIL HOMES STANDARD CORNER FRAMING A- 1 7 Copyright©2021,LEXAR Homes LLC. NOT TO SCALE I I I I I 0 � A O O B © 41W- li ,... ��IIII� =1 I I I -1 i t 'I II II II II II II �i' �` 11 I I` 11 11 11 11 11 11 11 11 L. 11 „ 11 , , 111. 11- . . 11 . . 11 . . 11 . . 11 11 11 11 11 II 111_ C © HUC48-Use with -4x8 beam - © -3-1/2"x 7-1/2" GLB IIIII O HUCQ410-Use with -4x10 beam IIIII) © -3-1/2"x 9" GLB -3-1/2"x 10-1/2" GLB ill ` HUCQ412- Use with -4x12 beam I � O -3-1/2"x 12" GLB HUC68-Use with -6x8 beam © I _5-1/2"x 7-1/2" GLB HUCQ610- Use with -6x10 beam -5-1/2"x 9" GLB BC4- Use with 4x4 post ABU44- Use with 4x4 post -5-1/2"x 10-1/2" GLB BC46-Use with 4x6 post ABU46- Use with 4x6 post HUCQ612- Use with -6x12 beam BC6- Use with 6x6 ABU66- Use with 6x6 post -5-1/2"x 12" GLB ABU88- Use with 8x8 post *Contact general contractor if size not listed* Post to beam connection Post base connection Ream to beam connection Detail - A Detail - B Detail - C 1. Footing per plan 2. Post per plan 3. Beam per plan 4. Exterior wall 5. BC Connector-See detail A for sizing 6. ABU Connector-See detail B for sizing 7. HUC Connector-See detail C for sizing LEXAR FRAMING DETAIL HOMES POST & BEAM CONNECTIONS A- i 8Copyright©2021,LEXAR Homes LLC. ALISO:liM NOT TO SCALE Ice Barrier to Extend 24" Over Living Space (If Required) O AL/WW: ♦ o ,iii --#111 . o ° .....-------- ROOF LAYER -....".... 41w. �� CONSTRUCTION i /j �� I I \ I I I I II I I ao 011) 13 16 cn N 11 O I O i 11 ) 11111111111 $ I 11 11 11 11 11 l/ i B I 011) x / 12 15 —�� o 19 0 22 ,--__) TRUSS HEEL 15" _ DESIGN Truss Tail 16 1/2" Soffit Opening23 '1_ — 21 \ ki v Mp PITCH SOFFIT DEPTH (D) 4/12 3 3/8" a. Negative dimensions "-D" in this L : : *5/12 *2" b table represent soffit heights 6/12 5/8" below the top plate of wall 7/12 5/8" b / b. "*"denotes LEXAR homes \ 15" standard roof pitch-All truss011) 8/12 -2 1/8" b designs will be based off of this 9/12 -3 1/2" b standard U.N.O. per this table el) 21 10/12 -4 7/8" b 1. Manufactured raised heel truss at 24" O.C. DETAIL-A 2. Roof sheathing per plan with 8d nails at 6" O.C. edge & 12" O.C. field 14. 16" LP Vented soffit 3. Ice&water shield (if required)-Extend 24"over living 15. Attach to framing with (2) 16d nails at 24" O.C. space 16. Truss heel Flush with Exterior side of wall. 4. Synthetic roof underlayment 17. Not Used 5. Architectural class B (min.) composition roof shingles 18. Simpson H2.5A hurricane tie at each truss-Opt. 6. Insulation baffle with 1"air gap above Simpson H2.5T, SDWC15600 or 6"Timberlok screw 7. 2x8 Truss blocking at Every Other Bay Only 19. 1/2" or 5/8" Sag resistant GWB 8. 2x Nailer 20. R-49 Attic insulation 9. 2x4 Sub fascia 21. Exterior wall 10. Metal drip edge/flashing 22. Split OSB sheathing at mid-point of upper top plate 11. 5/4"x 6" Fascia 23. TYVEK Building wrap to extend to bottom of truss top 12. Continuous gutter per plan chord 13. 8d Edge nailing 24. Toe Nail Block to Each Truss at Each End with (2) Nails. LEXAR ROOF DETAIL HOMES TYPICAL TRUSS TO TOP PLATE R-01 . 1 Copyright©2021,LEXAR Homes LLC. NOT TO SCALE ttpIW'a10°..dgigiw� �. . Ice Barrier to Extend �... 24" Over Living Space (If Required) � © /-' 0 p © .0. O ROOF LAYER /7 CONSTRUCTION / . 0 O 7 I ( II i t ; I 1 ( I I I 1 ---.6; ANO WO I I iti N i ' ®i I I 1 I I I 1 I I I 1 / a 1 1 I I 1 1 ) I 1 I I I ( ) I 11 II o� 13 12 0 19 20 15" Standard Porch depth 0 ------ overhang per plan a( - Depth of Porch Cover Per Plan + Standard Overhang ,r — PITCH SOFFIT DEPTH (D) A 4/12 3 3/8" \ a. Negative dimensions "-D" in this *5/12 *2" b table represent soffit heights 6/12 5/8" below the top plate of wall 7/12 -5/8" b b. "*"denotes LEXAR homes 8/12 -2 1/8" b standard roof pitch-All truss 9/12 3 1/2" b designs will be based off of this standard U.N.O. per this table 10/12 -4 7/8" b 1. Manufactured raised heel truss at 24" O.C. 11. 5/4"x 6" Fascia, U.N.O. 2. Roof sheathing per plan with 8d nails at 6" O.C. edge& 12" 12. Continuous gutter per plan O.C. field 13. 16" LP Vented soffit U.N.O. 3. Ice &water shield (if required)- Extend 24" over living 14. Soffit nailing to bottom chord of truss space 15. Enclosed soffit material 4. Synthetic roof underlayment 16. 7/16" OSB Sheathing 5.Architectural class B (min.) composition roof shingles 17. Exterior wall 6. Insulation baffle with 1"air gap above 18. Simpson H2.5A hurricane tie at each truss-Opt. 7. Manufactured truss blocking over wall. Attach to Ea. Truss Simpson H2.5T, SDWC15600 or 6"Timberlok screw. Vertical w/0.131"x 3"Toenails @ 3" O.C. -Caulk/Air seal all (At Exterior Walls,Add (3) 0.131"x 3"Toenails from edges of blocking. Blocking must be designed for 440 PLF Truss to Top Plates) Drag Load. 19. R-49 Attic insulation 8. 2x4 Sub fascia 20. 1/2" or 5/8" GWB 9. 8d Edge nailing 21. A35 @ 24" O.C. U.N.O. Per Plan 10. Melal drip edge/flashing LEXAR ROOF DETAIL HOMES CANTILEVERED PORCH COVER R-O 1 . 4 Copyright©2021,LEXAR Homes LLC. 10 11 12 13 14 DETAIL-A NOT TO SCALE pIni 0 100 15 pP1101.- 13 1/2" 22 OVERHANG B 16 23 A 24 0 ® I I 161 I I I I l I I 17 I I I I I I I l i I I 0 I 191 - 21 U I, ; 1 ) ; 21 0 - s\-' DETAIL-C1 DETAIL-C2 DETAIL-C3 iii, II _► 13 1/2" I 13 1/2" L i 13 1/2" 4/ OVERHANG P OVERHANG I' OVERHANG I► 1. 7/16" OSB Sheathing 15. Pre-manufactured trusses at 24" O.C. 2. TYVEK Building wrap 16. Strongback gable webs as required by truss MFR. -See 3. 8d Edge nailingdetails A& B per shear wall schedule 17. Simpson A35 clips at 24" O.C. or 10d toe nailing at 6" O.C. 4. Gable end truss 18. Dbl.Top plates 5. Sheath gable end with OSB-Edge nail at 6" O.C. Typ. 6. 2x4 Soffit nailer 19. R-49 Attic insulation 7. Enclosed soffit 20. 1/2"or 5/4" GWB at ceiling 8. 2x4 Gable Sub Fascia 21. Exterior wall 9. 5/4"x 6" Gable Fascia 22. 2x4 Bracing if required by truss MFR. 10. Outlookers- Extend to next truss. See Detail C1-C3. 23. 16d Nailing at 16" O.C. Add Blocking As Required Between Outlookers. 24. Truss bottom chord 11. Roof sheathing per plan 25. Truss top chord 12. 8d Edge nailing 26. 2x4 Outlookers (Flat) @ 48"o.c.-Up to 65 Lb Snow Load 13. Synthetic roof underlayment 27. 2x4 Outlookers (On Edge) @24" o.c. - Up to 120 Lb Snow Load 14. Composition roof shingles 28. 2x6 Outlookers (On Edge) @24" o.c. - Up to 150 Lb Snow Load (Requires Min. 10" Fascia) LEXAR ROOF DETAIL HOMES GABLE END FRAMING R-03 . 1 Copyright©2021,LEXAR Homes LLC. General Notes: NOT TO SCALE If not using MFR. provided "jack"trusses for overframing areas, refer to Roof Plan for Rafter 0 4 4 Size and Spans on A-106. LEM a 6 00 0 m© m O 0 X -,I _ OVERFRAMING AT n iI i 1 11 iI I I I I BEARING WALL 11 it 1 1 I 11 II I AL I O © O O I I iiii ,tgri, 1 II II 1& I 11 11 IAigi11 11 I I 11 r i I II wo I ►;o I I I I I I I I I OVERFRAMING AT OVERFRAMING TOP VIEW GIRDER TRUSS 1. Exterior wall 8. Flat 2x nailer 2. Manufactured trusses at 24" O.C. 9.A35 connector at 48" O.C. 3. Roof sheathing per plan 10. Flat 2x blocking with 8d edge nailing 4. 8d Edge nailing at 6" O.C. entire length of truss 11. Girder truss 5. Continuous sheathing under overframing 12. Truss hanger per MFR. 6. 2x Ridge beam-See general notes 13. Trusses shown below 7. 2x Rafters at 24" O.C.-See general notes 14. Exterior wall shown below LEXAR ROOF DETAIL HOMES OVERFRAMING R-07 Copyright©2021,LEXAR Homes LLC. NOT TO SCALE �Ili\� EXAMPLE CONDITION X X X O O X 0 / /, X X 1. Roof truss per plan 2. Roof sheathing per plan 3. Flashing as required 4. 7/16" OSB sheathing 5. 8d Edge nailing at 6" O.C. 6. Attach top chords of lower truss with (2) 16d nails at each upper truss web 7. Attach truss bottom chords with (2) .131"x 3" nails (min.) at 24" O.C. LEXAR ROOF DETAIL HOMES LOWER ROOF TO UPPER ROOF TRUSS _0 Copyright©2021,LEXAR Homes LLC. ' 1 ■ NOT TO SCALE 0 0 O O co co 2 O' = O © O z 1. Water heater per plan 2. 16 Gauge strapping around water heater at every 1/3 height 3. Platform-Must be anchored to wall 4. Flexible connection-If required 5. 4" Bollard post per 2018 IRC section M1307.3.1 6. 2x Nailer for attaching strap connection MISCALLANEOUS DE LE)tZAR TAIL M-0 HOMES WATER HEATER INSTALLATION 1 Copyright©2021,LEXAR Homes LLC. �,�G1TY k\ .74-1C11"47 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT Common framing details and points of concern. Rafter seat cut Depth of a seat cut shall not be greater than one quarter of the depth of the rafter. R802.7.1 ccessi I cutting compromises the member and engineering or replacement -ill be reluired. f1M \C 8022.1) O RC 8021.1.1, OK OK \\ If engineering is proLlidedrengineering is to consist of calculations and criteria 1ith a Let stamp and signature of a ❑ ashington State licensed engineer or architect. Details submitted shall be of sufficient clarit❑alto❑ for proper construction and inspection. City of Anacortes 1904 6th ST,Anacortes,WA 98221 1360-293-1901 I buildingpermit@cityofanacortes.org www.anacorteswa.gov Top Plate Connection Top plates to overlap at corners and partition walls per IRC R602.3.2. 3" X 8" X 0.036" Steel plate connector may be substituted per table R602.3.2 Wood frame hearing wall-tap plate T-uannectlun F;,. 1NNTERS�EyyCTING INTERIOR amma,oµdma ff•von .'—. FARTII7ION '""2 111 r• Ai;41111 FETAL CONNECTOR MATE CC NION SIC BELOW �. ,- 1 ii :, ANGLE TOP PLATE , pe•--„,._ 0 I . 0 J. -'...4NANNNJNeji I EXTERIOR FRAMED MALL TABLE R602.3.2 SINGLE TOP-PLATE SPLICE CONNECTION DETAILS TOP-PLATE SPLICE LOCATION CONDITION Corners and intersecting walls Butt joints in straight walls Splice plate size Minimum nails Splice plate size Minimum nails each side of joint each side of joint Structures in SDC A-C;and in SDC 3"X 6"X 0.036" 3' X 12" x 0.036" Do,D and DZ with braced wall linegalvanized steel plate (6)8d box (12)8d box ° (21/2"X 0.113")nails galvanized steel plate (21/2"X 0.113")nails spacing less than 25 feet or equivalent or equivalent Structures in SDC D°,DI and D2,with 3'X S"by 0.036" 3' X 16" X 0.036' (9)8d box (18)Sd box braced wall line spacing greater than galvanized steel plate (21/2"X 0.113")nails galvanized steel plate (21/2"X 0.113")nails or equal to 25 feet or equivalent or equivalent For SC I inch=25.4 mm,I foot=304.8 mm. Stair landings If a run of stairs lands on a IandingChatframing shall be supported b❑posts ❑ithin the Dail or supporting Pall beneath the landing. The ❑❑❑at the edge of the landing sho❑n belo❑ should ha❑e been run long into the Pall ca It❑Pith posts belo❑ it. If the design precludes posts, an engineered design for the landing is required. ' Ii7--::- 1 ,.. 1r4'Landing Ply [I 1 .1 1 Ri ri ill 1 t ' l dE r,J14 �i , - - - Maintaining and improving the quality of life reflecting community expectations through a focus on public participation and employees-mayor-council teamwork. BCSI-B3: Permanent Restraint/Bracing al Chords & Web Members Important Note: CLRs shall always be Diagonally Braced for rigidity. Diagonal Bracing with CLRs work most efficiently when ap- plied to Three or more similar Trusses. Attach the Lateral Restraint at the locations shown on The TOD together with a Diagonal Brace at an angle of less than or equal to 454 to the Lateral Restraint(see Figures B3-12 and 13). Position the Diagonal Brace so That it crosses The FIGURE Rio web in close praadmrtykothe Lateral Restraint.The Diagonal Bracing should be attached as close to the Top and Bottom 4%%**•••..._ Chord Plane as possible and to each web that itcrossm.This provides rigidity that prevents the Webs from displacing later- ally. •Perrnariert Continua C+1 Diagonal Bracing is required to restrain the CLR(s) and to LaieralRestail transfer the cumulabve force from the CLR(s) into a lateral farce resisting system such as the roof or Ceiling Diaphragm. Repeal Diagonal Bracing every 2O or as specified. Closer # a spacing may be required by the Building Designer. '_ 4,4 Lteral Rem r-k.aoed over � twaTrusses ar�_?splice --- U3-7ftrrdurcerrerrL Refer to=ypre r # t 9�7 for mare irforrnaban. � * +' t* FIGURE B3-11 Repeat Dingo-nal grating eon.2a or at xpecibed. Closer spacing mat be Always Diagonally Brace the required bK the euilding Permanent Continuous Lateral Restrains Dexitper. Note:Same chard and web menrtrtr rral:loom for clarity. EXAMPLES OF DIAGONAL BRAGIMO WITH ONE ROW OF CONTINUOUS LATERAL RESTRAINT Corti mows Lateral Reatairt 4111/0:11:::041111"0114... ‘ Ait • • Diagaul Aracng t .111111114111111111111113/411.411111 . //. • FIGURE B3-12 =C L'RE B3-1? Maintaining and improving the quality of life reflecting community expectations through a focus on public participation and employees-mayor-council teamwork. IVent-Takeoff Cross Section I Venting an Island Sink Branch . vent i. , Countertop Wall piii Section of (flood rim) horizontal drain 90"cal a5°ell 0 IrLie ' 1!tr in. 2 in Clennout P-trap Long-sweep .1I44, ,n�ininiun' Sanitary tee T ell floor Combo • .7 II-I I Yr-in. Cleanoul font vcn 4117. Oil Combo 2-in.branch drain 1Var[L, A looped vent is one code-approved way to vent an island sink Vents rnrrst take al from horizontal The loop should extend as high as possible under the countertop, 909.0 Special Venting ler Island FIxturee. 909.1 General. Traps for islaid sinks end similar equip- rr_enL shall he roughed in above the floor and shall be permuted to be vented by extending the vent a_R high as possible, but not less than the drainboard height and then (152 mm) above the flood-level rim of the fixtures served. return.irg it downward and connecting it to the horizontal Drainage fittings shall be used on the vent below the floor sink drain immediately downstream from the vertical level, and a slope of not less than .fn inch per foot (20.8 fixture drain.The return vent shall be connected to the hart- mmfnn) back to the dram shad I be maintained. The return aortal drain through a wye-branch fitting and shall,in addi- bend used tinder the drainboard shall be tone piece fitting tier, be provided with a foot vent taken off the vertical or an ssse ably of a 45 degree (0.79 rad), a 90 degree (I.57 fixture vent by means of a wyc branch immediately below ,, ), and a 45 degree 0_79 rad) elbow in the order named. the floor and extending to the nearest partition and theca Pipe sizing shall be as elsewhere required in this code.The through the roof Ia the open air,or shall be permitted to be island sink drain.upstream of the returned vent. shall serve connected to other vents at a.point not less than 6 inches no other Futures, An accessible elearicut shall be insralled in the vertical portion of the foot vent 2015 UNIFORM PLUMBING CODE Maintaining and improving the quality of life reflecting community expectations through a focus on public participation and employees-mayor-council teamwork.