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Permit File BLD-2021-0759 5011 Macbeth Drive
• 1 C} City of Anacortes Invoice/Permit#: BLD-2021-0759 904 6th Street Applied date: 09/09/2021 P.O.Box 547 Issue date: 10/20/2021 _ 0, Anacortes, WA 98221-0547 Expire date: 04/18/2023 (360) 293-1901 Job Address: 5011 MACBETH DR Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3027 Project: APN: P59767 Remarks: REMOVE EXISITING DECK AND REPLACE WITH A SMALLER DECK BUT ADDING STAIRS TO GROUND LEVEL, AND ADDING NEW DOOR AND WINDOWS OFF DECK. +++Contractor will need a City of Anacortes business license beore work begins+++ Owner: DANIEL&THERESA MAHAR Contractor: PRECISION CONSTRUCTION &PAINTING Address: 5011 MACBETH DR Address: 340 CASCADE PL APT 218 ANACORTES WA 98221-3027 BURLINGTON WA 98233-3146 Phone: (360)739-7512 Phone: (360)941-8205 License#: General Information: Fees: Use Zone R2 Building Permit Fee 321.25 Flood plain development N Plan Review Fee 208.81 Building Valuation 20000 State Building Code Fee Resi 6.50 Total Calculated: 536.56 Deposits/Receipts: 0.00 Total Due: 536.56 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 1 � PLANNING, COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT cAnw Mailing Address: P.O. Box 547, Anacortes, WA 98221 �\71.711211t`? °" Office Location:904 6th Street, Anacortes WA 98821 Phone: (360)293-1901 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: Soli W I n-C 1 ipi J7g tip p 5-7 7 4 7 Subdivision/Lot#: Zoning Designation: Lot area (size): L.D+ 107 1 / '1 G' sq.ft. 2. TYPE OF PROJECT �/ ❑ New SFR ❑ New Accessory Dwelling Unit: IE Deck/porch (new/repair) ❑ New Duplex ❑ Attached to Primary Unit ❑ Interior remodel n Detached from Primary Unit ❑ New Addition to SFR ❑ Garage, carport or accessory building ❑ Retaining wall or duplex (new/repair) ❑ Other:Project Summary: Rew.vvc b,,444 deck (31f. 4 ) c-v ireP\exc. ac (VI Z s 4) 6,44. $+.%4 w,7 L7 2 s c) 446 dc"w"a 4.'S Project Valuation: $ Z.19,,0/90 3. PROPERTY OWNER INFORMATION Name: D A N 1 ES.-L.- VIA V4 I'(i �e.: Phone: 3 6o - 73 9 —751 Z Address((Street,City,State,Zip): Ar►.cc Email Address: 6011 P114C-aE," 1)1(- %.4* 78221 ✓hi4Wak990 60+ RrL , e4'�- 4. CONTRACTOR INFORMATION Name:* Phone: 3 co 7 y 2 Contractor's Business Licenses State License#: City License#: *All Contractors&Subcontractors must have a valid City Li 4 r 603-578 -0 Z3 Pe- of Anacortes business license prior to doing work in the Expiration Date: Expiration Date: City. L/- 2-6 Address(Street,City,State,Zip): Email Address: 3//o Ce.gtsbe Qtr Ate 1►g kAm 5 822,3 m )` v , Page 1 of 19 Res.Building Permit Application Submittal Checklist Updated April 20,2021 ;t Y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT " ►.o Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 _ 9, ,e Phone: (360) 293-1901 5. CONTACT PERSON Select one person the city will contact for anything related to this project: ❑ Applicant LProperty Owner ❑ Contractor r- Other(list below) 2 Name: Q1i1 i`1 1'L L. vo owI` Phone: 3 60 '.. 73 /p " 7../ 2 Address(Street,City,State,Zip): Email Address: SaII w►rAc,OgE. T 4 Dg- VNNh{Ri29 9 Q MA /L .cduk AIA0lp4-4 Fs kin 9n ZZ / 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: No Ne-- Phone: Address(Street,City,State,Zip): Email Address: 7. ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: I understand that when a building permit application is taken in over the counter it does not mean Dik the application has been deemed technically complete and sufficient for staff review. DsI understand that if I submit incomplete, inaccurate,and/or erroneous information it will take the City longer to process my permits. I understand and acknowledge that I could be responsible for providing as-built drawings (on paper or electronically)as part of the project's certificate of occupancy process. I understand and acknowledge that Special Inspections could be required as part of my project,and )ko 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 )vs, completing and I agree to provide the items needed for the City to calculate these securities and to provide the securities themselves. I understand that if permits are reviewed concurrently such as design review,site plan,traffic OAconcurrency,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 Y o PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT ` `�" Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 4, ti" Phone: (360)293-1901 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. A'efor•""1" 7- 5 --- If Si ature Date D A N t - H '1 - Printed Name Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 3 of 19 1C Y O PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT l' �,� R`�' Mailing Address: P.D. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 sr'1',t �� Phone: (360)293-1901 SUBMITTAL CHECKLIST aa) .6 , Q. 2 a, a cc ? Residential Building Permit t L o +, coy a- = ° ° 3 �; c N Submittal Requirement Checklist cc i c c �, o m c 5 u - N :a a), (I tn _ 0 c 0 0 •.0 cvi a- a See pages 2-3 of this handout for information about each 3 2 y v w E v C E to Qt submittal item listed below. Z c Q 0 re 2 = N 0 U Residential Building Permit Application Form X X X X X v (FORM BP-1—attached) Structure&Site Information Form X X X X X (FORM BP-2—attached) Mechanical &Plumbing Fixtures Form X X X (FORM BP-3—attached) Architectural Plans X X X X X (requirements listed on FORM BP-4-attached) Stormwater Management Minimum Requirements Determination X X X X (FORM BP-5,attached) Stormwater Site Plan X X X X Site Plan & Landscape Plans X X X X X (requirements listed on Form BP-6) Structural Plans &Calculations X X X X X Energy Code Plans & Forms X X Manufacturer's Specifications/Cut Sheets X 1,, Copy of recorded survey X X X X ✓ Technical Reports X X X X V Other Required Permits X X 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: buildingoermitc cityofanacortes.org Incomplete applications will not be processed. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 4 of 19 � PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT = Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 �� Phone: (360)293-1901 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 lT Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT �' — Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 Vligars.' Phone: (360)293-1901 • 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 TECHNICAL REPORTS Following is a list of technical reports that will be required to be submitted to the City when certain circumstances exist on or near a site an Applicant is planning on making improvements to. The general triggers for each of the listed technical reports I provided below: A. CRITICAL AREAS REPORTS: In general, Critical Area reports are required when wetlands and/or streams are located on or near a site. Critical area mitigation plans may also be required, depending on the project proposal. See Anacortes Municipal Code Ch. 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 tT y o PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT I Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 V7w� Phone: (360)293-1901 o Page left blank intentionally. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 7 of 19 �t Y o PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT l Ce' Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 7`y, `` Phone: (360)293-1901 FORM BP-2: STRUCTURE AND SITE INFORMATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: 5011 Vtfl AGAZr1 ,D1t. / A t4l4-Co 1i (0144 /kaZi PARCEL so 7/ 7 NIIMRFRISI I / / C) 2. DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with „ni/n„ Structure height: i A' dcck 13/ Tut dam. .) AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1st Floor: 2nd Floor: 3rd Floor: Basement: Garage: Total deck: 2471 ,. Total porch: Other: 3-}o.;I s 7 2 Other: Other: 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? D YES Q(NO Is a monitored fire alarm being installed? ❑ YES ,W,,//N``O Are retaining wall(s) l being built? ❑ YES .�'NO Are structural plans required? ❑ YES Q NO 4. PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? If yes,you will be required ❑ YES Ig''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 grNO If yes, list the flood zone designation: C. Are there slopes in excess of 15%on or abutting the site? If yes,a ❑ YES ENO geotechnical report will likely need to be submitted. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 8 of 19 y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT � '` Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 ' ' Phone: (360)293-1901 D. Are there critical areas or buffers on or abutting(within 300-feet of)the ❑ YES LDS NO project site? If yes, a critical areas report will likely need to be submitted. E. Is the lot less than 5,000 sq. ft. in area? ❑ YES VNO 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 L�J 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 Q NO (about 1 log truck load)of timber be harvested? If so you may need to obtain a forest practices permit from DNR. H. Is this project subject to the SEPA process? If yes,you will be required to ❑ YES NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein, and the information submitted with this application form is in all respects,true,correct, and complete to the best of knowledge and belief. Zet/ gnature Date Printed Name Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 9 of 19 j. G0 Y 0� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 \+ V7 Phone: (360)293-1901 IQ //4 FORM BP-3: PLUMBING AND MECHANICAL FIXTURES MECHANICAL Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: Elec#: BTU: Other#: Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water #: Location(s): Heat Pump: Elec#: Other#: Capacity: Air Conditioning: Elec#: Other#: Capacity: Radiant/Hydronic Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: Laundry#: Other: Range Hood: #: Location(s): Fireplace: Gas#: Elec#: Other:#: Location(s): Clothes Dryer& Duct: Gas#: Elec#: Other:#: Location(s): Stove/Range/Oven: Gas#: Elec#: Other:#: Location(s): Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): TOTAL MECHANICAL OUTLETS: PLUMBING Fixture Type(new and Total#: Fixture Type(new and relocated): Total#: relocated): Water Closet(Toilet): Refrigerator water supply(for water/ice Kitchen Sink: Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: Water Piping: Hand Sink: Clothes Washer: Shower: Electric Water Heater: Tank-less? Yes ❑ Dishwasher: Backflow Prevention Assembly: Hose Bib: Other: TOTAL PLUMBING FIXTURES: Res. Building Permit Application Submittal Checklist Updated April 20,2021 Page 10 of 19 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 40111mws Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 'y.4701 Phone: (360)293-1901 FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: SU 1( Yn4G4G1 H DMA Nc cer4e tot7fZZ/ PPARCEL r NUMBER(S) 5 ? 7 6 7 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete, code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size: 11"x 17" and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. • Structural plans must be stamped by a structural engineer licensed in the state of Washington. 3. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE REQUIREMENTS PAGE#ON YOUR PLANS Cover(or 1st page) must include: • Site address Set, 44 • Parcel number • Lot number(if applicable) • Lot size • Lot coverage • % impervious surface coverage Floor plans with existing(if applicable)and proposed building layout with square footages and with the use of each room/area labeled. Window and door sizes labeled and window ventilation area. Commercial, Multi-Family, and Mixed-Use Structures must also include door and window schedules. Plumbing, duct,and electrical layout. Penetration protection must be shown. Opening headers, size,and material. Cross section details,showing typical foundation, floor, wall, ceiling and roof construction and insulation. Structural members labeled as to size and spacing as well as bracing, blocking, bridging, special connectors,and anchor bolts. Details documenting energy code compliance. Exterior building elevations demonstrating compliance with applicable structure type design standards (small lot,duplex,or ADU) and maximum building height Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 11 of 19 1I Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Amok Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 '� q `�' Phone:(360)293-1901 Building height(see AMC 19.42.120 for measurement methods,exceptions and modifications). • Show a line representing,and label the elevations of,the existing natural topography at the foundation at the front of the building. • For corner lots and lots that slope downhill from the property line at the front of the building: Show a line representing,and label the elevations at the center of all exterior walls of the building. • For ADUs only,include elevations demonstrating compliance with the height/setback plane(see AMC 19.47.030(C)(6)). Special details as needed (i.e.,stairs,fireplaces, special construction). Insulation and insulation values of walls, slab,floors,and roof/ceiling. Existing and proposed grades with slope of lot shown. Res.Building Permit Application Submittal Checklist Updated April 20,2021 Page 12 of 19 `� Y O PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 `�PW Phone: (360)293-1901 FORM BP-5: STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: c i4e Fl E 7/J Pi& A n G eOete 4 .4- PARCEL NUMBER(S) 5 7 767 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 PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT r✓1- �" Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 �'` 7 Phone: (360)293-1901 Land disturbance Description Total (SF) Total Area of Land disturbing activity ,v S -‘"d.+ok • 'ri-t f•5 t Total area converted from vegetation to �' t, 0 V Q.V�U o+M cr lawn or landscaped areas •'?'1" s 3 &. 6 S Hard surface area calculation / ` *-40cc 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 (Driveways, parking areas,etc.) Total Hard Surface Site Size T .C. p fo c c-f i w•Vd tt l/e Existing impervious surface p-0 f 4,,, 41 5 £ • coverage% (sq.ft.hard surface/site size) Use the information in the above table to navigate the flow chart(s) on the next page and determine the applicable stormwater management minimum requirements for your project. Then complete the applicable Stormwater Minimum Requirements Form on the Public Works - Engineering Department Forms website and provide required submittal items/plans. Check applicable box Minimum Requirements Determination 0 Minimum Requirements#1-9. El Minimum Requirements #1-5. Res.Building PerrMApplication Submittal Checklist Updated April 20,721 Minimum Requirement#2. Page 14 of 19 • • A North r' 5011 Macbeth Drive,Anacortes,WA ..ry Parcel Macbeth CODE Aer �p10— c0�A ck(pce pro ct)bff s y' kits T Dec ��' t)"to SE,51"to SW. �,-'- 1Z � _ : rn 1111113111 N. / GP O 4 y FIELDS are fit,'° a* t� i. t i q k d '''''''''' 4•'''‘ ,,,';.: ..i.,"„..'7*'_,,,,'''':.#7::- , ,,,,:,'‘.::',?'''',''',‘,:#A,,,,,,;.:::.1.:',,,,,;.,,,:',11,,,::,1.:1;',::::,,,,,,,1:;';4,',, il*:'''\\\,\c.4::‘,'..:,,\,,Zt:', c., . , t, , 'i,.... ',,, ..,- i.;.4;„„:„.„..„:„.. - ;-, ..„-,7-, • .'„;..' ....,!. n..t', ,\ '-',7. \ ,," Oz- z � �,� � �' is .._ VST�IEDTLER® No. 937 811 E Engineer's Computation Pad M A IA-(2— 5011 VilAC C7/-{ 1)74, Ani'tCof 7-F 5 Scale 1 1 60 (I) N P 54767 4og CODE,0 5 p r 1\. f 1891 fr/ G%'4COR� `� L L 1, TOFIELn1,S / $ r. ', 7 / / / / / -0 % , ! S W W R c.L p - 1 o DEcfi4- q �"' t• v�d4tO ,c G1C.‘ -) CITY OF ANACORTES PLANNING AND BUILDING DEPT: APPROVED PLANS REVIEWED FOR CODE COMPLIANCE PERMIT#: BLD-2021-0759 ADDRESS: 5011 MA BETH DR APPROVED BY: 1 v � SUBJECT TO FIELD INSPECTION.APPROVED PL S SHALL NOT -- BE ALTERED WITHOUT AUTHORIZA ON. 14✓1 A M"9(4- 5 0 I v."A c r3 E T4 J?12, 19' 4iyee,27 L S 5Czi f I :6 o Ni (0._______ fS? 767 Ledger secured with 1/2 5 lag screws at 16" on vg.coDico center, or equivalent. A �w.w° 1T Y o �A{9 Two DTT2Z or four DTT1 Z L �' �' ledger attachments m. 9 2-0 4-0 2--o <- /0 -O 761161 , required. , ,��✓��cpR291 ,w I �"o cr e� I S W LC.- -"ti Tp FIELD 11'S ma y.., .. '•:.'S►:. r� 0 < l Or J �; zx i Z P7' w �—� ���l�- , 1 6X12 HF#2 or r - 4X12 OK here better or provide --- _ z__ .._• engineering to N . '. support 60Ib live — - r-- "� t load. ( 11 - o 1 2 ._._ o6 M �— [�Aa Po,�5 5 re)s�"5 l 6 G Cl.ti. - 4I X r PT" k; o I t e J to e-e ,M‘.rr-cooi -1LT 3 Be.,.f", x 1 i- Pr I 1/44ca04er s:i1e5 "r-*fl. I X 12 ' I 4D Ft --- cedkt. ( : e . 6xIL ) y - 9 - a 3-6 ', C3eQW.s T b.1ted 'n parr.5 4I '0 NQ W clecl..= 2-y2.3- SZ c-r J Sic-45 e-i, C.Ur..:S = 7 1 . 7c 1.f-r 4, Pe , `� 4.wd.r � e r 61614I R boll wijc4fTH )D� riN4ce,1065 Sc) wo.o SL wr4j Scale 1 =6o (5) e 6? 767 iz- 4p 01J K R►,-.5‘til `♦ 0 o1 CODEc0tir I 1 t�9 891 A, ' ��, 4COR 6 `� T� — �� Cab t re, �,,w, r �/ L// �To FIELD 1�s4� «_., 1 -. M IAA / ', gp�.[• b�iJ�b1�5 ary 1 _•r. w1Ptk S/ ' S'.t;,45 6/«► P,.1 Pos75 el,N RAi. iNc. t..T,V g, 0 — �—_ �41C;A 4 putt a-w Ys Carr.r f' . i >" (a4e. r-15h4r ' , . S; 1c a de_ok �-`/ ( � . � clog( PT wr•�a� w,-1I . IA ►Z Ce .f ,,, ,,----/-;,...- __ , ,� T0i4e , p �- Footings to be it 77 11 minimum of 18" square or 20" _ diameter round, 8" , x / PT e."r---i thick, and extend "� d•r p n Post 0.\ Co.,c re4C �, 1 OS�5 v^ Co..Grt f •�.i S. er to 12" deep below 1 finished grade. -,1,:.� v�a-� 61�P.�r o Mefe, $�t�:�. ,� S I.;J, , A. i 12"X12" minimum footing size at stair landing. 141 A t-f A ( So !( "etctgET/ DMZ Pcfi9Co S scale- 1130 OLO 5 `� wail - s:dk u,etu ( S , 7 C 7 I-1 neAA O4�g CODE cD�t e . <,,,,,,, 4014 5 , .,,---", -::- :___/ , iT See structural sheets TO FIELD114 I /) G for header size. y6 Ce 1•�y v v _ , 31 39 \ of , \L-,--\-civt,V _ (0, e,, ,t ' i — i • , 1 6i 1 SS i y6 1 'I ' Y6 l . I r O Oei l zy t 4 t=(-0o ( 't AtApJ u r.v4a-.JS w'.L( tr.cet WA to cI fecles i r.l4: lA - f -.. MANH iL S01I Al ►rC0.ITN D 14t4r:}C.ekTf-S Sc«k I ' 30 L. ,•s-)- e s7747 . SW W 4\ ----Iv*er'0"k. Ui(+LJ ill *AA) door wit ywte l c .rre.d tip1 f \wc) ht,5oo DE , Lih et S , : assvn ,, , . o t � r Z eok-,51 VI colavj s 'a' I ," s �'r•v- '7 • ��7 � z 'TO FIELD 114Se('' 41- b , w, (xi b . s-ieet s"`) wall _ ,Ce..:1 ,ws L be-aw.fes frfv;+el4 12- o 1455e5S 4ukC+•. WS,t1 ss , ` opal,* VlP► wa1k P. -- - - - - - - - - %O.a 1 r- - - - - -i aN r i ' �� aJ r 13.0 ,o,1 vl'� r vrf% • I t g-o See structural 1 1. r ' sheets for header I I r sizes. r ; 1 I - 1ItI i I 1 I NQ,,v N p; s1:.•‘,.5 5to-ts A0o2._ Z 9 •VR-5 st,c\c oec,,. 40 tied( • . _, . _ ,. ., _ :_. ,.- r_ , .-. _ i. _. e ' �O4OgCODE cD�A GOVERNING CODE: WASHINGTON STATE BUILDING CODE BASED ON THE 2018 IBC WOOD FRAIVIING: r 1 . .-.- cA Y o� { �+ 1. LUMBER SHALL BE IN ACCORDANCE WITH "NATIONAL DESIGN SPECIFICATION" OF THE NATIONAL FOREST PRODUCTS ASSOCIATION. UNLESS OTHERWISE' = ; q . & m SCOPE: Ik: 7h6� 1 1 THE SCOPE OF WORK PERFORMED BY THE ENGINEER IS LIMITED TO THE REMODEL VERTICAL FORCE RESISTING SYSTEMS OF THE REMODEL OPENING ON NOTED, ALL COVERED LUMBER SHALL BE KILN DRIED OF THE FOLLOWING SPECIES AND GRADE: 3r s INURING <�, 4CQR �" WALL LINE C AND LATERAL FORCE RESISTING SYSTEM ON WALL LINE "4"ONLY. ALL OTHER ITEMS INCLUDING COMPONENTS AND CLADDING ARE BY OTHERS. TYPICAL DOUG-FIR NO. 2 1 N� 'Y 1891 As O, . 5 or Ir n i, "'a a c>'irr., Ln�, 4" WIDE & LARGER BEAMS & PO`STS - D.FIR NO. 2 SNOW LOAD: EXPOSED TO WEATHER OR EARTH OR CONCRETE - HEM FIR NO. 2 PRESERVATIVE-TREATED Al. 7 DESIGN LOADS: SNOW CONTRACTOR IS EXPECTED TO REJECT ALL POOR QUALITY LUMBER NOT SUITABLE FOR ITS INTENDED PURPOSE, REGARDLESS OF GRADE. WIND DESIGN: DESIGN ROOF SNOW LOAD = 25 PSF Pr ,,,h iay cost e ect FLAT ROOF SNOW LOAD PF = 25 PSF, 2. ALL GLULAM BEAMS (GLB) ARE 24F-V4 OF, U.N.O. '� " ULTIMATE DESIGN WIND SPEED 110 MPH GROUND SNOW LOAD = 25 PSF 3. ALL LVL SHALL BE TRUSS JOIST 2.0E MICROLAM OR APPROVED EQUIVALENT. sir' ct"J` °F t�+r. p. EXPOSURE B SNOW EXPOSURE FACTOR CE =1.0, 4. EXTERIOR WALL SHEATHING SHEAR WALLS SHALL BE NAILED ACCORDING TO THE INCLUDED SHEAR WALL SCHEDULE. WALLS NOT INDICATED SHALL BE ' BUILDING CATEGORY II SNOW LOAD IMPORTANCE FACTOR =1.0, MIN. 15132" PLYWOOD OR OSB WITH (1) 8D COMMON NAIL @ 6" O.C. EDGES AND @ 12" O.C. IN THE FIELD. BLOCKING REQUIRED AT ALL. PANEL EDGES. USE 1 Serv' ' '�otNor � s MWFRS MIN LOADS: C&C LOADS: THERMAL FACTOR =1.0. Ja nir� r�ra 16D SINKER @ 6" O.C. BOTTOM PLATE THROUGH SUBFLOOR TO RIM JOIST, U.N.O. EDGE/PERIMETER NAILING REFERS TO EDGE NAILING ON THE: WALLS: 16 PSF INTERIOR: 24 PSF PERIMETER OF THE PLYWOOD, O.S.B. SHEET. PANELS SHALL EITHER BE BLOCKED OR ORIENTED VERTICALLY IN ORDER THAT AI I_ EDGES ARE SUPPORTED' ; ROOF: 8 PSF END ZONE: 30 PSF DEFLECTIONS: AND NAILED. � . � .,,: a ROOF TOTAL LOAD DEFLECTION LIMIT: L/180CLIEN ROOF LIVE LOAD DEFLECTION LIMIT: L/240 5. FLOOR SHEATHING SHALL BE MIN. 3/4" TONGUE & GROOVE PLYWOOD OR OSB GLUE[) TO JOISTS @ 16' O.C. AND NAILED WITH (1) 8D COMMON NAIL @ 6"` r SEISMIC DESIGN: FLOOR TOTAL LOAD DEFLECTION LIMIT: L1240 O.C. MAXIMUM ALL SUPPORTED EDGES, 12" O.C. IN FIELD AND UNBLOCKED, U.N.O. o ° L AN MAHAR SEISMIC USE GROUP = II, IE = 1.0 FLOOR LIVE LOAD DEFLECTION LIMIT: L/360 6. SOLID BLOCK BETWEEN JOISTS OVER ALL BEARING WALLS OR BEAMS. �. "STRONG-BACKS" c15' THAT -. 30_�. 1lIACBETH DR, • SPECTRAL RESPONSE ACCELERATION PARAMETER Ss:1.16 7. INSTALL LATERAL BRACING/BLOCKING OR AT MID SPAN OF ALL JOISTS SPANS OVER 12 , AND 1/3 POINTS OF ALL SPANS OVER HA; DO c;i�lA c&T H SPECTRAL RESPONSE ACCELERATION PARAMETER Si: 0.41 DESIGN LIVE LOADS: NOT HAVE GYP. SHEATHING SUCH AS IN THE CRAWLSPACE. V 1 98221 SPECTRAL RESPONSE COEFFICIENT (SHORT PERIOD) Sim = 0.80G ROOF 20 PSF 8. DOUBLE FLOOR JOIST UNDER PARALLEL WALLS, TYPICAL. F FLOOR 40 PSF SPECTRAL RESPONSE COEFFICIENT (1-SECOND PERIOD) SDI= 0.52G DECK 60 PSF 9. ALL MULTIPLE 2X MEMBERS SHALL BE STITCHED TOGETHER USING 10D NAILS @ 8°' O.C. EACH LAYER, OR EQUAL, U.N.O.MULITPLE 2X MEMBERS SHALL NOT ; ' SITE ADDRESS: SEISMIC DESIGN CATEGORY D, SITE CLASS = D BE USED AS A FLUSH BEAM (WITH HANGERS) UNLESS THE ENGINEER IS CONSULTED FOR THE CONNECTION. R = 6.5 BEARING WALLS (WOOD SHEARWALLS) 10. SOLID BLOCK ALL POINT LOADS TO THE FOUNDATION. 501 ` MACB?TH DRQ =, O = 3 (SYSTEM OVER STRENGTH FACTOR) 11. ALIGN ALL UPPER WALL STRAPS WITH STRAPS / HOLD DOWNS BELOW UNLESS LOAD PATH DETAILING IS PROVIDED. ?: AiVA .a RTE s EQUIVALENT LATERAL FORCE PROCEDURE 12. ALL STRAPS SHALL HAVE SOLID BLOCKING OR EQUAL BEHIND THEM FOR THEIR ENTIRE LENGTH. WA 98221 v DESIGN SEISMIC BASE SHEAR = 12.1 KIPS 13. NAILING SHALL BE IN ACCORDANCE WITH IBC TABLE NO. 2304.10.1 , EXCEPT AS NOTED ON PLAN. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED N ' cK4G/T f OTHER WISE. ' COLINT 14. CUT WASHERS SHALL BE. PROVIDE.D FOR ALL BOLT HEADS AND NUTS BEARING ON WOOD. SOIL AND FOUNDATION DATA: 15. GYPSUM WALL BOARD SHALL BE ATTACHED AS FOLLOWS EXCEPT AS NOTED ON PLAN FOR SHEAR WALLS: - t - . 1. FOOTING SHALL BE EXTENDED TO SOIL WITH A BEARING CAPACITY OF 1500 PSF OR IN ACCORDANCE WITH A GEOTECHNICAL ENGINEERS REPORT. 1/2 GWB - 5D COOLER NAILS AT 7" O.C. (OR SCREW W/ EQUIVALENT SHEAR CAPACITY) 1 2. WHERE FOOTINGS ARE PLACED ON COMPACTED MATERIAL, FILL SHALL BE WELL GRADED GRANULAR MATERIAL ERIAL WITH NOT MORE THAN FIVE PERCENT 5/8 GWB - 6D COOLER NAILS AT 7" O.C. (OR SCREW W/ EQUIVALENT SHEAR CAPACITY) " t PASSING A NUMBER TWO HUNDRED SIEVE. FILL SHALL BE PLACED IN EIGHT INCH MAXIMUM LOOSE LIFTS AND SHALL BE COMPACTED TO NINETY-FIVE 16. TIMBER MEMBERS SPECIFIED AS 'TREATED" SHALL BE PRESSURE TREATED ACCORDING TO THE FOLLOWING SCHEDULE: a PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT. (MODIFIED PROCTOR TEST) _= STRUCTURAL DETAILS: PRESSURE TREATMENT SCHEDULE i •i ; K THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS USE: STANDARD: MINIMUM NET RETENTION: OF THE WORK. ABOVE GROUND: AWPA U1 ACZA OR CCA TO 0.25 LB./C.F. RETENTION GROUND CONTACT: AWPA U1 ACZA OR CCA TO 0.40 LB./C.F. RETENTION ARCHITECTURAL DRAWINGS: MARINE EXP.: AWPA U1 ACZA OR CCA TO 0.60 LB./C.F. RETENTION REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW - G OPENINGS NON-BEARING WALLS, CURTAIN WALLS, STAIRS, ELEVATORS, CURBS, DRAINS, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHES AND OTHER F NONSTRUCTURAL ITEMS. 17. ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD OR CEDAR SHALL BE STAINLESS STEEL OR OTHERWISE PROTECTED FROM CORROSION 0 A "Z AS PER THE SPECIFICATIONS OF THE WOOD ! TREATMENT. ;' LaLi 5 CONTRACTOR RESPONSIBILITIES: 18. AN APPROVED WOOD PRESERVATIVE SHALL BE APPLIED TO ALL PRESSURE TREATED TIMBER THAT IS CUT EXPOSING UNTREATED WOOD. " 19. WHERE MULTIPLE STUDS ARE CALLED OUT UNDER BEAMS OR HEADERS, THAT NUMBER SHALL BE SUPPORTING THE BEAM/HEADER NOT INCLUDING THE I� THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND WSHA A CC KING STUD. : St :.* '- 0 : INCLUDING THOSE STEEL ERECTION ITEMS SPECIFICALLY ADDRESSED IN THE LATEST OSHA REGULATIONS. THE CONTRACTOR IS RESPONSIBLE FOR THE 20. TOP PLATE SPLICE SHALL BE MINIMUM 48" OVERLAP WITH 16D @ 3" O.C. STAGGERED, U.N.O. Q STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED ,� ' TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK. REQUIRED IN THE 21 • WHERE BEAM FRAMES INTO WALL, PROVIDE (1) KING STUD EACH SIDE OF COLUMN & NAIL WITH (1) 16D SINKER AT �2 U.C. � 2 �.� KING STUD TO COLUMN, (3) 16D SINKERS KING STUD TO BEAM. WHERE BEAM BEARS TO TOP PLATE, PROVIDE SIMPSON A35 TOP PLATE/BEAM. CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY. THE CONTRACTOR SHALL AT HIS DISCRETION EMPLOY A WASHINGTON i 22. THE CONTRACTOR SHALL KEEP LATERAL MOVEMENT IN MIND, SUCH AS DURING AN EARTHQUAKE, WHEN MAKING ALL CONNECTIONS THAT ARE NOT STATE REGISTERED CIVIL ENGINEER PE FOR DESIGN OF TEMPORARY BRACING AND SHORING. BOLTING AND FIELD WELDING AT ALL MEMBER CONNECTIONS IS SPECIFICALLY CALLED OUT ON THE PLANS. Y TO BE COMPLETED PRIOR TO THE RELEASE OF THE MEMBER FROM THE HOISTING MECHANISM UNLESS REVIEWED AND APPROVED BY THE GENERAL CONTRACTOR'S TEMPORARY BRACING AND SHORING DESIGN ENGINEER. SUBMIT CONSTRUCTION SEQUENCE TO ARCHITECT/ENGINEER FOR REVIEW. CONCRETE AND REINFORCING STEEL: G 1. ALL CONCRETE MATERIALS AND WORKMANSHIP SHALL CONFORM TO ACI 318 DISCREPANCIES: 2. CONCRETE SHALL BE 2500 PSI ULTIMATE STRENGTH AT 28 DAYS EXCEPT ABOVE-GRADE FOUNDATION WALLS EXPOSED TO FREEZE-THAW CYCLES, THEN IT E IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES,CONTRACT SPECIFICATIONS AND REFERENCE STANDARDS, THE ARCHITECT;ENGINEER SHALL SHALL BE 4500 PSI MIN. CONCRETE SHALL NOT HAVE MORE THAN 4 INCHES OF SLUMP AND THE MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED 1 1!2 DETERMINE WHICH SHALL GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE INCHES. , WORK. ADDITIONALLY, IT IS THE RESPONSIBILITY OF THE DESIGNER AND OR ARCHITECT TO REMOVE CONFLICTING ITEMS IF A BUILDING FILIAL REQUEST THAT 3. ANCHOR BOLTS SHALL BE BOLTS WITH HEADS COMPLYING WITH ASTM A 307 OR ASTM F 1554. ASTM A 307 BOLTS SHALL. BE GRADE A WITH HEADS. ASTM F q ) - SUCH BE DONE. C. r t �'h 1554 BOLTS SHALL BE GRADE 36 MINIMUM. INSTEAD OF BOLTS WITH HEADS, IT IS PERMISSIBLE TO USE RODS WITH THREADS ON BOTH H ENDS FABRICATED FROM STEEL COMPLYING WITH ASTM A 36. THE THREADED END OF THE ROD TO BE EMBEDDED IN CONCRETE SHALL BE PROVIDED WITH A HEX OR SQUARE .L. w� SITE VERIFICATION: NUT. 4 �a .,: _.,.. .... .., •,.: . THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE 4. REINFORCING STEEL LARGER THAN #4 BAR SHALL BE ASTM A615, GRADE 60. REINFORCING STEEL #4 AND SMALLER MAY BE GRADE 40. REINFORCEMENT 1 ''Gte: 0/18;2021 BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. SHALL BE FABRICATED AND PLACED 1N ACCORDANCE WITH THE LATEST EDITION "ACI MANUAL. OF STANDARD PRACTICE." RIGHT ANGLE BARS "L"° BARS Job if: ?1169 SHALL BE LAPPED WITH STRAIGHT BARS AT FOOTING AND WALL INTERSECTIONS. r � 1. CONSTRUCTION LOADS: 5. MINIMUM CLEAR COVER FOR REINFORCING STEEL SHALL BE: 14evr.sic ► History: ---- - - ^: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS NOTED IN DESIGN LOADS OR THE CAPACITY OF PARTIALLY a) CAST DIRECTLY AGAINST EARTH 3" _____ ._ COMPLETED CONSTRUCTION. b) EXPOSED TO WEATHER OR FORMED AGAINST EARTH 2" _ c) NOT EXPOSED TO EARTH OR WEATHER 1.5" ADJACENT UTILITIES: THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND i REEAR SPLICE TABLE _ ___�___� • EXCAVATION. ANY UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE. ��' V- : .,9 MIN. SPLICE 29 36 43 62 s LENGTH, IN � � �:.� ALTERNATES: ! �ppt o4�� �y: ,�- • ALTERNATES FOR SPECIFIED ITEMS MAY BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR REVIEW. BAR# 4 5 6 7t.� y ��„4 } CrP�� 1ASH��el' SPLICE ALL BARS AT WALL CORNERS AND STAGGER SPLICES ,"- '�` QINSPECT(®NS: � �� AT INTERIOR LOCATIONS ' �`� ALL INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED INSPECTOR APPROVED BY THE LOCAL JURISDICTION. INSPECTIONS SHALL FOLLOW THE ` ' , REQUIREMENTS OF THE CODE PREVIOUSLY INDICATED. IT IS THE RESPONSIBILTY OF THE CONTRACTOR AND OR OWNER TO SCHEDULE INSPECTIONS AS DEEMED L' BY A CRH ENGINEERING REPRESENTATIVE WILL i 46364 NECESSARY BY THE LOCAL JURISDICTION AND/OR OTHER PARTIES INVOLVED. INSPECTIONS TO BE PERFORMEDS �' q ��t ,) ` REQUIRE A 48 HR PRIOR NOTIFICATION AND WILL BE AT AN ADDITIONAL FEE OUTSIDE THE SCOPE OF SERVICES FOR THIS PROJECT. :R SHEET INDEX li ,, oNA1- , S-1 .0 COVER SHEET / GENERAL :NOTES u Coil/ . jr4, } . . S-2.0 MAIN LEVEL FLOOR FRAMING rq 44-Rwrwa;: gmlpizItKesa S-3.0 UPPER LEVEL FLOOR FRAMIN G .= ; .„, CALL TWO BUSINESS _- , , S-�.0 CONSTRUCTION DETAILS ,. v � ,° 7E r DAYS BEFORE YOU DIG - - ---_-� _ r r 4 k:-: _ .,1 - i i.. i. . , IMOMMiiir gCODE LEGEND: £ . �- d? i�s 5„ ,]4' ()Apeli41 - ' // --- C4) , ; � >: INDICATES SHEARWALL .,, ; �"71inal, 0 (2) y , I 891 N. �cpg`� � - X INDICATES SHEARWALL. '�F�Ln� HEADER TABLE FOR 8FT, 2 X 6 WALL EXP. B SEE SHEARWALL SCHEDULE � 3 tz - se • ,X,-X, �- HEADER SIZE TYPE BEARING FULL HEIGHT E-° b MARK t STUDS (HF#2) STUDS (HF#2) • { PrOViding cost effective 2-2X10 OR XX INDICATES EG ION CUT DETAIL NUMBER H 1 1-D F#2 4X8 HF-#2 1-2X6 1-2X6 (^ ) � structural services • H2 2-2X10 OR HF-#2 1-2X6 2-2X6 - S-X.X`-INDICATES PAGE NUMBER • 1-DF#2 4X8 _ ____._ _ .__ - °' S",,icn'j all of Northwest . H3 - - - - [ ] INDICATES SHEET NOTE • SHEET NOTES: f .0ENT HEADER SCHEDULE 5 . `R� 1 `�°� r�:.2 VERIFY ALI DIMENSIONS OWNER OR ARCHITECT , ES END STUD STITCH ANCHOR 11FA`�F3F MARK TYPE DISTANCE OR POST NAILING (IF NEEDED) DIAM. DRAWINGS BY OTHERS. DO NOT MARK SCALE DRAWINGS. E HTT4 (16D NAILING) _ 5" 2-2X OR 1_4X 2-16d @ 12" O.0 SSTB16 5/8" � , SITE ADDRESS: [� STHD10/STHD10 RJ 1 1/2" 2-2X OR 1-4X 2-16d @ 24" O.C. NA NA iil t _ ' ° 501 _' MACBETT3 DR, 2 HDU5-SDS2.5 5" 2-2X OR 1-4X 2-16d @ 12" O.C. SSTB20 5/8" i s ANAWRT S 1) FOLLOW ALL MANUFACTURER INSTALLATION REQUIREMENTS `F WA 98221 1 SKAGIT HOLD-DOWN SCHEDULE }LI / i0Y ---- 1 - COUNTY A193 DRILL BIT EMBED. TYPE ROD DIAM. EPDXY DIAM. DEPTH n. z' r HTT4 5/8" AT-XP 3/4" 6" ;t !!! HDU5 5/8" AT-XP 3/4" 10" • 4 w HDU8 718" AT-XP 1" 12" n 1) FOLLOW ALL MANUFACTURER INSTALLATION REQUIREMENTS 2)SPECIAL INSPECTION REQUIRED FOR ALL EPDXY INSTALLATIONS UNLESS NOT REQUIRED BY THE GOVERNING BUILDING DEPARTMENT , I HOLD--DOWN EPDXY SCHEDULE j_3) ,..,, Y, a G FOOTING DESIGN _ STEM WALL DESIGN :: :" DEPTH OF FOOTING FOOTING LONGITUDINAL STEM-WALL HORIZONTAL VERTICAL MARK FOOTING BELOW t ' WIDTH DEPTH REBAR THICKNESS REBAR REBAR GRADE ; y2-1sI 1 n 6" 8" 16" 18" - s i FW1 1 -0 2-#4 1 FT MIN. #4 @ O.C. #4 @ O"C. / 1 II 6" !1 18" .L FW2 1 -3 2-#4 1 FT MIN. 8 #4 @ 16" O.C. #4 @ O.C. , !: t 6tt , WALL FOOTING SCHEDULE r 4 A r iV 3v :' RO EXISTING BUILDING. NO CHANGES. - . a op (--2 (4) , w i, :.; Co> _ _ _ _ ..._ _ __,.....1 V: : ..), -- � 1-- FW2 ° � � lib #. _'1 269 CA) .-' ' Revisic.l History: r _ ..___Y_-.�_ __.-_ R —. 1:} 1 r L� ' 1 3 , , - Approt eci By: z. , i ' ' C ,,v'WM 1/47 , C D � i i i� 1 4 / g3L5 l i i . © 1 k. 3YO KEY MAP i I_ I� SCALE:1/8"=1'-0" -, '-. {/ __ MAIN LEVEL FLOOR FRAMING PLAN p , . p.: SCALE:1/4"=1' 0" a il/: IalpLEVEL FL0O R FRAMING ; 1 743, i S ., .. .. ., .. .. - ., : .. _. ..,r :.:. .... _ __ , .. . _. _ .r _ 3 , ,.,.. .. .c_ _ _ .. :4_... } _ ..f. .. ...w Y k ,.. '1'. '.> l.i-.: .:ti .'•:. ..,.' -..-'..1:, _. . _.k,.- sr P ik- e ['F:. .. .:. - ..i-.---:. •>r. -.}..:-._ :_,:.. ....mot', s.., - X.,.'.� - - Z"?T .:, .. _..... -. ... -... ,. .... ., .: ., .-. .'a _ ... .., a. .. ., .. ._ ... _,... i n ,,, .- •.>.. ,.. : _ r... :R.:' ,. r. .. �3 �1P�iia.1i$Fo-Rlk'i�`;2':1YR•F.$� '�3F.LJ.3` .�• .. _ . : . . i :, . -.. 4 r . . . .. ... . .... .. ,...r,- •f - .. : .. - : . f - _1 tl [. r T. t - t �� om! ^� 67sx %%i'���r'F i' FQjLCODk.'�,O 491.�� nwr x s4.tr-0u .0.4".wm1.111Mxea:�aea.r,..ax ra.. 7 It*. 0� s x INDICATE SHE R1 —.t� m 4,�Cpg� °� ` ' ) 0 0 4 / X INDICATES SHEARWALL. :: � 4 xcorn `' SQL SEE SHEARWALL SCHEDULE AFIELD �r c INDICATES DETAIL NUMBER Provi,ling cost effective XX (SECTION CUT) 5; 0 str_.ctural services . a S-X.X—INDICATES PAGE NUMBER . Servin j all of Northwest t hingon A [ ] INDICATES SHEET NOTE Vos , Fix HEADER - REFER TO HEADER SCHEDULE 3 ., LI:l T' HEADER TABLE FOR 8FT, 2 X 6 WALL EXP. B SHEET BEARING FULL HEIGHT MARK HEADER SIZE TYPE STUDS (HF#2) STUDS (HF#2) • - VERIFY ALL DIMENSIONS WITH a � r A� TH OR, t 12-2X10 OR ARCHITECTURAL DRAWINGS. DO NACCil�Ti� H1 1-DF#2 4X8 HF-#2 1-2X6 1-2X6 NOT SCALE DRAWINGS, t WA 922 H2 c. 2-2X10 OR HF-#2 1-2X6 2-2X6 SITE ADDRESS: 1-DF#2 4X8 _ H3 - - - - j 4 , 5011: MACBETH DR, WA2 ` ANACORTES y HEADER SCHEDULE ' ''; 1 A CO UNTY } END END LENGTH MAX. STUD STITCH MARK TYPE LENGTH NAILING CLEAR OR POST NAILING IIICMST16 L=20" (50)16D SINKER - 2-2X NA A f, NOTES: 1) FOLLOW ALL MANUFACTURER INSTALLATION REQUIREMENTS 2) THE CONTRACTOR SHALL SELECT THE PREFERRED CONNECTION OPTION PER MARK y 3) STAGGER STITCH NAILING IN TWO ROWS ? ti •. BETWEEN FLOOR CONNECTION SCHEDULE Zg ?' . B . ti ;' a Uj : ..-i,,,,,, 1%,-......0 2 F s` .-, 1?' R: n , , ///:1\ '.. _ _ S F _ L 1 :i '-; I IL) Y Y � l {� 0 e e EXISTING BUILDING. NO CHANGES. ...r: 2 Dat : .I-- feO/is/2o2J loin#: _?1159 ®ki I y 5-114X9-112 PSL R History:litllsre r) S • (b)_ 0. i 1 - 7 Gov WASy g4'i4 `.. s. •_ - t t , AX -< 0,,,,, si,' • .0 ly .,„:. \"1 s G tr el KEY MAP - � �''" I ' t SCALE:118"=1'-0" - ``' • y R.Co I dart, P.F. UPPER LEVEL FLOOR FRAMING PLAN SCALE:114 —1 -0 !! g FLOOR FRAMING 1 C„,:' 9 f-A.11• . 8 , ® \ I � [ : '., t,..' ... _ .. _C t t [. .4. v., - 'marrem1 I y. -,. �OOg CODE cD�A .. mow, O Y 0 {9 ,I I DOUBLE-STUD OR G �' �' HOLD-DOWN POST i 'L. ., " E ,R BOTTOM PLATE FOUNDATION . . � m I WALL FASTENER EDGE FIELD � -���`. � � PER PLAN AT �.��� ���.�: �. -�r= MARK STUDS NAILING PLATE REMARKS �.���. �°� �� p� _. ,'a✓ t 1891 s p PANEL END, TYP. SHEATHING (NAIL) NAILING NAILING (SINKER NAILS) (L) ANCHOR BOLTS (I) '" t n e, ` EDGE NAILING . * 5 -� FIELD . PER SHEARWALL BOUNDARY MEMBER 61;) 15132" CC OR CD PLYWOOD2 X@ `- `, . ; w-Z .L, 855-2 333 i SCHEDULE PER SHEARWALL1Cad COMMON 6" O.C. 12" O.C. „ 16d'S @ 6" J.C. 518" DIAM. @ 36" O.C. A, B, C, D OR OSB ONE SIDE 16" & 24 O.C. cj 2 SCHEDULE 15132` CCORCDPL`rWOOD �, „ 2 X @ 16d'S @ „ „ A, B, C, 48" MIN. .` r sr+ cr��i services HOLD-DOWNS AND 10d COMMON 4 O.C. 12 O.C. 16" „ „ 5/8 DIAM. @ 24" O,C. l° . O . . OR OSB ONE SIDE & 24 O.C. 4 112 U.C. D, E, F, H, M 3" .i ANCHOR BOLT PER PLAN .16d @ 0.0 �rryr t, all Northwest AND SHEARWALL 3 15/32" CC OR CD PLYWOOD2 X 16d'SA, B, C, D, STAGGERED �: .� . ° . . . ��'' I 10d COMMON 3 O.C. 12" O.C.. 16" @ @ 5/8 DIAM. @ 20" O.C. DOUBLE 2X G -vashingtor; SCHEDULE OR OSB ONE SIDE & 24 O.C. 3 1/2 O.C. E, F, H, M (16 NAILS, MIN. �SPI..ICE IL L — — TOP PLATES U.N.O.) LOCATION M,.•:....ry. -,:.., • — WOOD STRUCTURAL PANEL MARK ���lr� ��>� ; H FOUNDATION MUD-SILLS SHALL BE 3" NOMINAL THICKNESS ''��• r� NM FWALL ° (A) © MINIMUM LENGTH OF (E) USE DOUBLE STUDS AT ABUTTING PLYWOOD PANELS (H) 1 CLIENT , W--- SHEAR WALL PER PLAN AND EDGE NAIL BOTH STUDS. (BOUNDARY MEMBER) (2.5"ANHOR�)O RS AVE DOUBLE THE DESIGN NUMBER OF { L,�1�8 MAHAR SPLICE LOCATION (B) BLOCK ALL PANEL EDGES WITH SOLID 2X BLOCKING. (F) DOUBLE STUD NAILING (STUD TO STUD) SHALL (CENTERED OVER STUD) 501,'. MACBETH 13R, (I) ANCHOR BOLT EMBEDDMENT SHALL BE 7" UNO TYPICAL ANACORTES BE AS FOLLOWS; TUD WA 98221 (C) 7A6 CC OR CD PLYWOOD, OSB OR T-11 MAY BE (J) EDGE NAILING SHALL BE STAGGERED . _ . . SUBSTITUTED IF STUDS ARE 16" O.C. NO NAILING 1N T1-11 O} 16d @ 4" O.C. 2 ROWS STAGGERED S�� � � � �, GROOVES IS PERMITTED (K) BLOCK ALL PANEL EDGES WITH SOLID 3X BLOCKING (G) ALL STUDS AT ABUTTING PLYWOOD PANELS (BOUNDARY (L) BOTTOM PLATE TO RIM CONNECTION OR BOTTOM PLATE TO (D) ALL ANCHOR BOLTS INSTALL WITH 311 X3 X1/4 STEEL PLATE MEMBER) AND AT FOUNDATION SILL SHALL BE 3" NOMINAL (2.5 SILL DEPENDING ON FRAMING ORIENTATION. r'NACORTE WASHER NET) OR GREATER F • °'e'VA 982'21 TYPICAL SHEARWALL ELEVATION (M) SHEARWALL CONSTRUCTION INSPECTABLE PER IBC 1707.3 TYPICAL TOP ; AND SHEARWALL SCHEDULE PLATE SPLICE DETAIL COUNTY Mr SCALE: NTS SCALE: NTS STRUCTURAL -LEDGE NAIL • 3w SHEATHING PER PLAN PER PLAN 11 SHEARWALL NAILING :Q 1,1 2 - 2X TOP PLATES CRIPPLE STUDS-A MARK f DIAPHRAGM_� THIS PANEL JOINT NOT CONTINUOUS ,q MA �, \ ( (EDGE NAILING REQUIRED ON BOTH) --- �._.� -- BOUNDARY �_ ___ \71_7 o© 16d @ 6"' O.C. HOLD DO1�UN -EDGE NAILING ' — — NOTE 7ao 0 o a o a o 0 0 0 0 0 ° 0 0 o v o a o 0 o v o a o o e o a N®CP 1 - I �PER PLAN ° a a 0 OIIoa a a - NOTE 3 HEADER TO BE TRIMMED —� r i; # �. 2-16 FQ EACHPER PLAN �a a f a WITH PLYWOOD OR _�� -___ 4" DEPTH ( F NAILING TABLE -- ° a aHEADER MIN.).POST OR PER TABLE ° 0 0 EQUIVALENT TO PROVIDE , �. DOUBLE STUDS PERPANEL FULL BEARING FOR HEADER PER PLAN HOLD-DOWN TABLE STRUCTURAL 4'XS' WOOD 0 0 a 0 0 0 0 0 0 MAIL FULL HEIGHT k STRUCTURAL CRIPPLE STUDS I STUD TO HEADER. 1 SHEATHING PER 0 0 ° 0 0 a ° ° °... . BEARING STUD(S) -�� AT WALL INTERSECTIONS PLAN PANEL o ° D o ° o -�i (TRIMMERS) �� TYP. a ° o 0 0 0 0 2-16d @ 12 O.C. --- PER HEADER TABLE I v EDGE NAILING „ a �PER TABLE 2.7°. o 0 0 ° ° CONTINUOUS I �,PER PLAN MAX NAIL SPACING —�a 0 0 STRUCTURAL AT DIAPHRAGM ° a ° ° 0 0 0 PANEL JOINT "N 1-2X FOR OPENINGS UPTO3-0"'r POST OR DOUBLE STUDS a a a r 2-2X FOR OPENINGS UP TO 10-0 , �,_�, I-- SHEATHING PER PLAN BOUNDARY AND PER HOLD-DOWN TABLE ° J �� 0 SUPPORTED EDGES a a o ° ° NAILING TO INTERMEDIATE NOTE 1 - CLEARANCE PER PANEL MFR. 1/8 MIN —_ -- _ --__- �►= '' IS 6" O.G. ° FRAMING MEMBERS 1S NOTE 2 - PANEL EDGE DISTANCE. 3/8" MIN. / - . PER HOLD-DOWN V� �� �,� i AL.tO KNOWN AS FIELD NOTE 3 - LUMBER EDGE DISTANCE. 1/4" MIN. I iIcc MFG. REQUIREMENTSPAIPIE _ o I imi THIS PANEL ISNOT� NAILING. SPACING IS 12" I I E HOLD-DOWN SUPPORTED BY BLOCKING O.C. FOR ROOFS AND FULL HEIGHT STUDS-----;— k I �I a Y A EDGE NAILING PER PLAN AND IS KNOWN AS '� ROOF OR FLOORS (6" O.C. WHEN 2-16d TOP AND .. , '°•e .' :" PER PLAN FLOOR JOIST SUPPORTS ARE SPACED a . . .p• b .5 q .s a STRUCTURAL UNBLOCKED EDGE. BOTTOM. FOR EACH , .-• • , - - •ADDITIONAL SUPPORT MAY 48" OR GREATER) 1-1/2 OF WIDTH. �a a . SHEATHING PER PLAN <s `I -$ AT CORNERS BE REQUIRED. TYPICAL SHEAR WALL TYPICAL ROOF AND FLOOR TYPICAL WOOD STRUCTURAL PANEL INTERSECTION WITH HOLD-DOWNS SHEATHING (UNBLOCKED) NAILING NAILING FOR WALL, FLOOR & ROOF \TYPICAL HEADER DETAIL tli SCALE: NTS SCALE: NTS SCALE: NTS ' SCALE: NTS , r i'L j Dote: -r718/2021 j ` Job/ : 71159 7 Rev sic Y, History. E 5 f. t i - 5 ' - h V A • S 4'. WEPAMEASNWINFZIEI n5i3�[ FL ,, 5�, 1 r--77:77 ,. , 1 0E TA IL t yY:._ ,.. : _ r . - .- - - ",. ,, .:z , .. I401111111, _ . a _ - .. . _ _.. - - - _ i. -- :: _ ., ..' . ,.r .- • $.8. 7 ' ems€' �:I ERIKAI 4'IDGI. iEHSNLaS:ESEEI , '.&Wlir "iw �', •I_r _1, 0 r C R I-1 Rc.,„ �QFO cO�A ENGINEERING �w A1� Y Qe {�� rri SUPPLEMENTAL �� 1891 `'� STRUCTURAL CALCULATIONS u.�� 9CO3 ,6- � ,FIELD S,ASe� FOR: Mahar Remodel 5011 Macbeth Drive Anacortes, WA APPROVED BY: Cj .ov wAsrii y i R 4)3(v ,- ••' eGISV ��._ ''F F`�5 :AL tJ Cody R. Hart, P.E. Job# 21169 Date: Oct 18, 2021 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley,WA 98284 Cell: 360.982.0928 1, TABLE OF CONTENTS Code Summary 1 Design Data .2-5 Analysis and Design ...6-37 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 • I. CODE SUMMARY Code: International Building Code 2018/Washington State Building Code Live Loads: Roof 0 to 200 sf: 20 PSF 200 to 600 sf: 24-0.02 Area, but not less than 12 psf over 600 sf Typical Floor 40 PSF Decks and Patios 60 PSF Attics without storage 10 PSF Attics with storage 20 PSF Dead Loads: Roof 12 PSF Floor 15 PSF Decks 12 PSF Exterior Walls 12 PSF Stone Veneer 40 PSF Interior Walls l0 PSF Wind Design Data: Wind Design Procedure ASCE 7 Directional(All Heights) Ultimate Design Wind Speed 110 mph Nominal Design Wind Speed 85 mph Risk Category II Mean Height(h) 27 FT Exposure Category B Enclosure Classification Enclosed Building Internal pressure Coefficient 0.18 Directionality(Kd) 0.85 Roof Snow Loads: Design Uniform Roof Snow load = 25 PSF Flat Roof Snow Load Pf= 25 PSF Ground Snow Load Pg 25 PSF Exposure Factor Ce= 1.0 Importance Factor I = 1.0 Thermal Factor Cs= 1.0 Earthquake Design Data: Risk Category =II Importance Factor(I) = 1 Mapped spectral response accelerations Ss= 116%G, S 1 =41%G Site Class =D Spectral Response Coefficient Sds=0.80 Shc =0.52 Seismic Design Category =D Basic Structural System =Bearing Wall Seismic Resisting System =Wood Shearwalls Response Modification Factor(R) =6.5 Analysis Procedure =Equivalent Lateral Force Procedure Seismic Response Coefficient(Cs) =0.12 Design Base Shear(V) = 12.1 K 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 DEAD LOAD SUMMARY Roof Dead Loads Items Description PSF PSF (max) (min) Roofing Asphalt Shingles 2.0 1.5 Felt Single ply 1.0 0.7 Sheathing 5/8"plywood/OSB 2.2 2.0 Framing Wood Trusses or Rafters @ 24" 3.0 2.5 Insulation R-30 Fiberglass 1.1 0.9 Ceiling 5/8"gypsum 1.3 1.0 Misc, Misc. 1.0 1.0 Actual Dead Load = 11.6 9.6 Use this DL instead = 12.0 Floor Dead Loads Items Description PSF PSF (max) (min) Flooring Carpet&pad 1.0 1.0 Underlayment 5/8"plywood/OSB 2.2 1.8 Subfloor 3/4"plywood/OSB 2.7 2.3 Framing Floor Joist at 16"O.C. 2.7 1.3 Insulation R-30 Fiberglass 0.9 0.9 Ceiling 5/8"gypsum 2.8 2.5 Misc. Misc. 1.0 0.0 Actual Dead Load = 13.3 9.8 Use this DL instead = 15.0 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 DEAD LOAD SUMMARY -CONTINUED- Exterior Wall Dead Loads Items Description PSF PSF (max) (min) Siding Cement Board 2.5 2.2 Building Wrap Single ply 0.3 0.1 Sheathing 15/32"plywood/OSB 1.6 1.4 Framing 2x6 @ 16"O.C. 2.7 2.0 Insulation R-30 Fiberglass 0.9 0.9 Interior Wall 5/8"gypsum 2.8 2.5 Misc. Misc. 1.0 0.0 Actual Dead Load = 11.75 9.65 Use this DL instead = 12.0 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 �GWEEg OSHPD 5011 MacBeth Dr, Anacortes, WA 98221, USA Latitude, Longitude: 48.4935621, -122.6736326 Yorkslsre tir Firefly SUP Drives 0 0 Sl O 07 �i � �{r Map data©2021 Date 10/18/2021,11:30:28 AM Design Code Reference Document ASCE7-16 Risk Category 11 Site Class D-Default(See Section 11.4.3) Type Value Description SS 1.16 MCER ground motion.(for 0.2 second period) S1 0.412 MCER ground motion.(for 1.0s period) SMS 1.392 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value Sips 0.928 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.494 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.592 Site modified peak ground acceleration 16 Long-period transition period in seconds SsRT 1.16 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.277 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.412 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.463 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CR9 0.909 Mapped value of the risk coefficient at short periods CR1 0.891 Mapped value of the risk coefficient at a period of 1 s 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. i F 0 R I E WEB JOB SUMMARY REPORT 21169 Mahar Level Member Name Results Current Solution Comments Roof:Flush Beam Passed 1 piece(s)5 1/4"x 9 1/4"2.2E Parallam®PSL ForteWEB Software Operator Job Notes 10/18/2021 7:00:50 PM UTC Cody Hart A Cod Engineering ForteWEB v3.2 {360)85S-2333 File Name: 21169 Mahar codyh@crheng.com Weyerhaeuser Page 1/2 ®R T E ellMEMBER REPORT PASSED Level, Roof: Flush Beam 1 piece(s)5 1/4"x 9 1/4"2.2E Parallam®PSI Overall Length; 12'7'' 0 0 LJ 'I 12' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, Design Results Actual ID Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 2841 @ 2" 5020(2.25") Passed(57%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 2401 @ 1'3/4" 10797 Passed(22%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 201E Moment(Ft-Ibs) 8613 @ 6'3 1/2" 21417 Passed(40%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Deft.(in) 0.212 @ 6'3 1/2" 0.613 Passed(L/694) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 l Total Load Defl.(in) 0.324 @ 6'3 1/2" 0.817 Passed(L/454) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1-Stud wet-SPF 3.50" 2.25" 1.50" 1000 1510 1888 4398 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 1000 1510 1888 4398 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 12'5"o/c Bottom Edge(Lu) 12'5"o/c •Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 1 1/4"to 12'5 3/4" N/A 15.2 — -- 1-Uniform(PSF) 0 to 12'7"(Front) 12' 12.0 20.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/vvoodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes 10/18/2021 7:00:50 PM UTC Cody Ha CRHEngineering ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (360)855-2333 codyh@crheng.com Weyerhaeuser File Name: 21169 Mahar Page 2/2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Woodworks®Shearwalls 2019(Update 3) 21169 Mahar Lateral.wsw Oct.18,2021 11:39:20 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 13% (<=19%) 10% (<-190) 0.50 0.00 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 Never Always Drag struts Applied loads Shearwall relative rigidity: Deflection-based stiffness of wall segments 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 / 290 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 100 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Enclosed Design Category D Min Wind Loads:Walls 16 psf Site Class D Roofs 8 psf Spectral Response Acceleration Topographic Information[ft] Si: 0.410g Ss: 1.160g Shape Height Length Fundamental Period E-W N-S - - - T Used 0.230s 0.230s Site Location: - Approximate Ta 0.230s 0.230s Elev: Oft Maximum T 0.322s 0.322s Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1.04 Fit: 1.89 Eccentricity(%) 15 Loaded at 75% 1 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 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 20.50 6.0 Level2 11.00 12.0 9.00 15.7 16.5 Level1 1.00 0.0 9.00 3.8 4.5 Foundation 1.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions[ft] Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge Location X,Y= -45.00 -13.25 North Gable 90.0 2.00 Extent X,Y= 44.75 32.25 South Gable 90.0 2.00 Ridge X Location,Offset -22.62 0.00 East Side 30.0 2.00 Ridge Elevation, Height 33.42 12.92 West Side 30.0 2.00 Block 2 2 Story N-S Ridge Location X,Y= -22.25 19.00 North Gable 90.0 2.00 Extent X,Y= 22.00 2B.25 South Joined 90.0 2.00 Ridge X Location,Offset -11.25 0.00 East Side 30.0 2.00 Ridge Elevation,Height 26.85 6.35 West Side 30.0 2.00 2 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 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 Ibslin in in 1 Ext Struct Sh OSB 32/16 15/32 - - Vert 83500 10d Nail N 4 12 Y 2 2 Ext Struct Sh OSB 32/16 15/32 - - Vert 83500 10d Nail N 6 12 Y 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: 2.Framing at adjoining panel edges must be 3"nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 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 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 2 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 2 D.Fir-L No.2 1,50 5.50 16 D.50 1.60 swl 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 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS Aspect Height Shearlines Group X[ft] Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 Sag 2 -45.00 -7.25 18.75 26.00 26.00 - 9.00 Wall 1-1 Seg 2 -45.00 -7.25 18.75 26.00 26.00 0.35 - Level 1 Line 1 Seg 2 -45.00 -7.25 18.75 26.00 26.00 - 9.00 Wall 1-1 Seg 2 -45.00 -7.25 16.75 26.00 26.00 0.35 - Line 2 Level 2 Line 2 NSW -41.50 -13.25 -7.25 6.00 0.00 - 9.50 Wall 2-1 NSW -41.50 -13.25 -7.25 6.00 0.00 1.50 - Level 1 Line 2 NSW -41.50 -13.25 -7.25 6.00 0.00 - 9.00 Wall 2-1 NSW -41.50 -13.25 -7.25 6.00 0.00 1.50 - Line 3 Level 2 Line 3 NSW -28.75 -13.25 -4.00 9.25 0.00 - ').CO Wall 3-1 NSW -28.75 -13.25 -4.00 9.25 0.00 0.97 - Level 1 Line 3 NSW -28.75 -13.25 -4.00 9.25 0.00 - 9.00 Wall 3-1 NSW -28.75 -13.25 -4.00 9.25 0.00 0.97 - Line 4 Level 2 Line 4 NSW -22.50 18.75 47.00 28.25 0.00 - 9.00 Wall 4-1 NSW -22.50 18.75 47.00 28.25 0.00 0.32 - Level 1 Line 4 NSW -22.50 18.75 47.00 28.25 0.00 - 9.00 Wall 4-1 NSW -22.50 18.75 47.00 28.25 0.00 0.32 - Line 5 Level 2 Line 5 NSW -13.75 -4.00 0.00 4.00 0.00 - 9.00 Wall 5-1 NSW -13.75 -4.00 0.00 4.00 0.00 2.25 - Level 1 Line 5 NSW -13.75 -4.00 0.00 4.00 0.00 - 9.00 Wall 5-1 NSW -13.75 -4.00 0.00 4.00 0.00 2.25 - Line 6 Level 2 Line 6 Seg 2 -0.25 0.00 47.00 47.00 47.00 - 9.00 Wall 6-1 Seg 2 -0.25 0.00 47.00 47.00 47.00 0.19 - Level 1 Line 6 Seg 2 -0.25 0.00 47.00 47.00 47.00 - 9.00 Wall 6-1 Seg 2 -0.25 0.00 47.00 47.00 47.00 0.19 - East-west Type Wall Location Extent[ft] Length FHS Aspect Height Shearlines Group Y[ft] Start End [ft] _ [ft] Ratio [ft] Line A Level 2 Line A Seg 1 -13.25 -41.50 -28.75 12.75 12.75 - 9.00 Wall A-1 Seg 1 -13.25 -41.50 -28.75 12.75 12.75 0.71 - Level 1 Line A Seg 1 -13.25 -41.50 -28.75 12.75 12.75 - 9.00 Wall A-1 Seg 1 -13.25 -41.50 -28.75 12.75 12.75 0.71 - Line B Level 2 Line B NSW -7.25 -45.00 -41.50 3.50 0.00 - 9.00 Wall B-1 NSW -7.25 -45.00 -41.50 3.50 0.00 2.57 - Level 1 Line B NSW -7.25 -45.00 -41.50 3.50 0.00 - 9.00 Wall B-1 NSW -7.25 -45.00 -41.50 3.50 0.00 2.57 - Line C Level 2 Line C NSW -4.00 -28.75 -13.75 15.00 0.00 - 9.00 Wall C-1 NSW -4.00 -28.75 -13.75 15.00 0.00 0.60 - Level 1 Line C NSW -4.00 -28.75 -13.75 15.00 0.00 - 9.00 Wall C-1 NSW -4.00 -28.75 -13.75 15.00 0.00 0.60 - Line D Level 2 Line D NSW 0.00 -13.75 -0.25 13.50 0.00 - 9.00 4 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 SHEARLINE,WALL and OPENING DIMENSIONS(continued) Wall D-1 NSW 0.00 -13.75 -0.25 13.50 0.00 0.67 - Level 1 Line D NSW 0.00 -13.75 -0.25 13.50 0.00 - 9.00 Wall D-1 NSW 0.00 -13.75 -0.25 13.50 0.00 0.67 - Line E Level 2 Line E NSW 18.75 -45.00 -22.50 22.50 0.00 - 9.00 Wall E-1 NSW 18.75 -45.00 -22.50 22.50 0.00 0.40 - Level 1 Line E NSW 16.75 -45.00 -22.50 22.50 0.00 - 9.00 Wall E-1 NSW 16.75 -45.00 -22.50 22.50 0.00 0.40 - Line F Level 2 Line F Seg 2 47.00 -22.50 -0.25 22.25 22.25 - 9.00 Wall F-1 Seg 2 47.00 -22.50 -0.25 22.25 22.25 0.40 - Level 1 Line F Seg r' 47.00 -22.50 -0.25 22.25 22.25 - 9.00 Wall F-1 Seg 2 47.00 -22.50 -0.25 22.25 22.25 0.40 - Legend: Type-Seg=segmented, Prf=perforated, FT=force-transfer,NSW=non-sheawall Location-Dimension perpendicular to wall FHS-Length of full-height sheathing used to resist shear force.For perforated walls,it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio-Ratio of wall height to segment length(hibs), for force-transfer walls, the aspect ratio of the central pier Wail Group-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall If two wall group numbers listed,they are for rigid diaphragm and flexible diaphragm design. 5 WoodWorks® Shearwails 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 Loads WIND SHEAR LOADS(as entered or generated) Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Roof 1 W->E Wind Line -15.25 21.00 42.8 Block 1 W Roof Min W->E Wind Line -15.25 21.00 56.3 Block 1 W Wall Min W->E Wind Line -13.25 -7.25 40.0 Block 1 W Wall 1 W->E Wind Line -13.25 -7.25 54.2 Block 1 W Wall Min W->E Wind Line -7.25 18.75 40.0 Block 1 W Wall 1 W->E Wind Line -7.25 18.75 54.2 Block 1 W Wall Min W->E Wind Line 18.75 47.00 40.0 Block 1 W Wall 1 W->E Wind Line 16.75 47.00 54.2 Block 1 E Roof Min W->E Lee Line -15.25 21.00 56.3 Block 1 E Roof 1 W->E Lee Line -15.25 21.00 128.4 Block 1 E Wall 1 W->E Lee Line -13.25 -4.00 32.1 Block 1 E Wall Min W->E Lee Line -13.25 -4.00 40.0 Block 1 E Wall 1 W->E Lee Line -4.00 0.00 32.1 Block 1 E Wall Min W->E Lee Line -4.00 0.00 40.0 Block 1 E Wall 1 W->E Lee Line 0.00 47.00 32.1 Block 1 E Wall Min W->E Lee Line 0.00 47.00 40.0 Block 1 W Roof Min E->W Lee Line -15.25 21.00 56.3 Block 1 W Roof 1 E->W Lee Line -15.25 21.00 128.4 Block 1 W Wall Min E->W Lee Line -13.25 -7.25 40.0 Block 1 W Wall 1 E->W Lee Line -13.25 -7.25 32.1 Block 1 W Wall 1 E->W Lee Line -7.25 18.75 32.1 Block 1 W Wall Min E->W Lee Line -7.25 18.75 40.0 Block 1 W Wall 1 E->W Lee Line 18.75 47.00 32.1 Block 1 W Wall Min E->W Lee Line 18.75 47.00 40.0 Block 1 E Roof 1 E->W Wind Line -15.25 21.00 42.8 Block 1 E Roof Min E->W Wind Line -15.25 21.00 56.3 Block 1 E Wall Min E->W Wind Line -13.25 -4.00 40.0 Block 1 E Wall 1 E->W Wind Line -13.25 -4.00 54.2 Block 1 E Wall Min E->W Wind Line -4.00 0.00 40.0 Block 1 E Wall 1 E->W Wind Line -4.00 0.00 54.2 Block 1 E Wall Min E->W Wind Line 0.00 47.00 40.0 Block 1 E Wall 1 E->W Wind Line 0.00 47.00 54.2 Block 1 S L Gable Min S->N Wind Line -45.00 -22.62 0.0 103.3 Block 1 S Wall 1 S->N Wind Line -45.00 -41.50 54.2 Block 1 S Wall Min S->N Wind Line -45.00 -41.50 40.0 Block 1 S L Gable 1 S->N Wind Line -45.00 -22.62 0.0 153.2 Block 1 S Wall 1 S->N Wind Line -41.50 -28.75 54.2 Block 1 S Wall Min S->N Wind Line -41.50 -28.75 40.0 Block 1 S Wall 1 S->N Wind Line -28.75 -13.75 54.2 Block 1 S Wall Min S->N Wind Line -28.75 -13.75 40.0 Block 1 S R Gable 1 S->N Wind Line -22.62 -0.25 153.2 0.0 Block 1 S R Gable Min S->N Wind Line -22.62 -0.25 103.3 0.0 Block 1 S Wall 1 S->N Wind Line -13.75 -0.25 54.2 Block 1 S Wall Min S->N Wind Line -13.75 -0.25 40.0 Block 1 N L Gable Min S->N Lee Line -45.00 -22.62 0.0 103.3 Block 1 N L Gable 1 S->N Lee Line -45.00 -22.62 0.0 98.2 Block 1 N Wall 1 S->N Lee Line -45.00 -22.50 38.0 Block 1 N Wall Min 5->N Lee Line -45.00 -22.50 40.0 Block 1 N R Gable 1 S->N Lee Line -22.62 -0.25 98.2 0.0 Block 1 N R Gable Min S->N Lee Line -22.62 -0.25 103.3 0.0 Block 1 N Wall 1 S->N Lee Line -22.50 -0.25 38.0 Block 1 N Wall Min 5->N Lee Line -22.50 -0.25 40.0 Block 1 S Wall 1 N->S Lee Line -45.00 -41.50 38.0 Block 1 S L Gable Min N->S Lee Line -45.00 -22.62 0.0 103.3 Block 1 S Wall Min N->S Lee Line -45.00 -41.50 40.0 Block 1 S L Gable 1 N->S Lee Line -45.00 -22.62 0.0 98.2 Block 1 S Wall Min N->S Lee Line -41.50 -28.75 40.0 Block 1 S Wall 1 N->S Lee Line -41.50 -28.75 38.0 Block 1 S Wall 1 N->S Lee Line -28.75 -13.75 38.0 Block 1 S Wall Min N->5 Lee Line -28.75 -13.75 40.0 Block 1 S R Gable 1 N->S Lee Line -22.62 -0.25 98.2 0.0 Block 1 S R Gable Min N->S Lee Line -22.62 -0.25 103.3 0.0 Block 1 S Wall 1 N->S Lee Line -13.75 -0.25 38.0 Block 1 S Wall Min N->S Lee Line -13.75 -0.25 40.0 Block 1 N L Gable Min N-OS Wind Line -45.00 -22.62 0.0 103.3 Block 1 N Wall 1 N->S Wind Line -45.00 -22.50 54.2 Block 1 N L Gable 1 N->S Wind Line -45.00 -22.62 0.0 153.2 Block 1 N Wall Min N-OS Wind Line -45.00 -22.50 40.0 Block 1 N R Gable 1 N-OS Wind Line -22.62 -0.25 153.2 0.0 Block 1 N R Gable Min N-OS Wind Line -22.62 -0.25 103.3 0.0 6 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 WIND SHEAR LOADS(as entered or generated)(continued) Block 1 N Wall 1 N->S Wind Line -22.50 -0.25 54.2 Block 1 N Wall Min N->S Wind Line -22.50 -0.25 40.0 Block 2 W Roof 1 W->E Wind Line 19.00 49.25 22.0 Block 2 W Roof Min W->E Wind Line 19.00 49.25 30.0 Block 2 E Roof Min W->E Lee Line 19.00 49.25 30.0 Block 2 E Roof 1 W->E Lee Line 19.00 49.25 66.0 Block 2 W Roof 1 E->W Lee Line 19.00 49.25 66.0 Block 2 W Roof Min E->W Lee Line 19.00 49.25 30.0 Block 2 E Roof Min B->W Wind Line 19.00 49.25 30.0 Block 2 E Roof 1 E->W Wind Line 19.00 49.25 22.0 Block 2 N L Gable Min 5->N Lee Line -22.25 -11.25 0.0 50.8 Block 2 N L Gable 1 S->N Lee Line -22.25 -11.25 0.0 41.2 Block 2 N R Gable Min S->N Lee Line -11.25 -0.25 50.8 0.0 Block 2 N R Gable 1 5->N Lee Line -11.25 -0.25 41.2 0.0 Block 2 N L Gable 1 N->S Wind Line -22.25 -11.25 0.0 73.4 Block 2 N L Gable Min N->S Wind Line -22.25 -11.25 0.0 50.8 Block 2 N R Gable 1 N->S Wind Line -11.25 -0.25 73.4 0.0 Block 2 N R Gable Min N->S Wind Line -11.25 -0.25 50.8 0.0 Level t Magnitude Trib Block F Element Load Wnd Surf Prof Location[ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall Min W->E Wind Line -13.25 -7.25 36.0 Block 1 W Wall 1 W->E Wind Line -13.25 -7.25 46.3 Block 1 W Wall 1 W->E Wind Line -13.25 -7.25 56.6 Block 1 W Wall Min W->E Wind Line -13.25 -7.25 44.0 Block 1 W Wall Min W->E Wind Line -7.25 18.75 36.0 Block 1 W Wall Min W->E Wind Line -7.25 18.75 44.0 Block 1 W Wall 1 W->E Wind Line -7.25 18.75 46.3 Block 1 W Wall 1 W->E Wind Line -7.25 18.75 56.6 Block 1 W Wall 1 W->E Wind Line 18.75 47.00 46.3 Block 1 W Wall Min W->E Wind Line 18.75 47.00 36.0 Block 1 W Wall 1 W->E Wind Line 18.75 47.00 56.6 Block 1 W Wall Min W->E Wind Line 18.75 47.00 44.0 Block 1 E Wall 1 W->E Lee Line -13.25 -4.00 28.9 Block 1 E Wall 1 W->E Lee Line -13.25 -4.00 35.3 Block 1 E Wall Min W->E Lee Line -13.25 -4.00 44.0 Block 1 E Wall Min W->E Lee Line -13.25 -4.00 36.0 Block 1 E Wall Min W->E Lee Line -4.00 0.00 44.0 Block 1 E Wall 1 W->E Lee Line -4.00 0.00 35.3 Block 1 E Wall Min W->E Lee Line -4.00 0.00 36.0 Block 1 E Wall 1 W->E Lee Line -4.00 0.00 28.9 Block 1 E Wall 1 W->E Lee Line 0.00 47.00 28.9 Block 1 E Wall Min W->E Lee Line 0.00 47.00 44.0 Block 1 E Wall Min W->E Lee Line 0.00 47.00 36.0 Block 1 E Wall 1 W->E Lee Line 0.00 47.00 35.3 Block 1 W Wall 1 E->W Lee Line -13.25 -7.25 35.3 Block 1 W Wall Min E->W Lee Line -13.25 -7.25 44.0 Block 1 W Wall Min E->W Lee Line -13.25 -7.25 36.0 Block 1 W Wall 1 E->W Lee Line -13.25 -7.25 28.9 Block 1 W Wall 1 E->W Lee Line -7.25 18.75 35.3 Block 1 W Wall Min E->W Lee Line -7.25 18.75 36.0 Block 1 W Wall Min E->W Lee Line -7.25 18.75 44.0 Block 1 W Wall 1 E->W Lee Line -7.25 18.75 28.9 Block 1 W Wall Min E->W Lee Line 18.75 47.00 44.0 Block 1 W Wall 1 E->W Lee Line 18.75 47.00 28.9 Block 1 W Wall Min E->W Lee Line 18.75 47.00 36.0 Block 1 W Wall 1 E->W Lee Line 18.75 47.00 35.3 Block 1 E Wall Min E->W Wind Line -13.25 -4.00 44.0 Block 1 E Wall 1 E->W Wind Line -13.25 -4.00 56.6 Block 1 E Wall Min E->W Wind Line -13.25 -4.00 36.0 Block 1 E Wall 1 E->W Wind Line -13.25 -4.00 46.3 Block 1 E Wall 1 E->W Wind Line -4.00 0.00 56.6 Block 1 E Wall 1 E->W Wind Line -4.00 0.00 46.3 Block 1 E Wall Min E->W Wind Line -4.00 0.00 36.0 Block 1 E Wall Min E->W Wind Line -4.00 0.00 44.0 Block 1 E Wall Min E->W Wind Line 0.00 47.00 36.0 Block 1 E Wall Min E->W Wind Line 0.00 47.00 44.0 Block 1 E Wall 1 E->W Wind Line 0.00 47.00 56.6 Block 1 E Wall 1 E->W Wind Line 0.00 47.00 46.3 Block 1 S Wall Min S->N Wind Line -45.00 -41.50 36.0 Block 1 S Wall 1 S->N Wind Line -45.00 -41.50 56.6 Block 1 S Wall 1 S->N Wind Line -45.00 -41.50 46.3 7 WoodWorks® Shearwatls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 WIND SHEAR LOADS(as entered or generated)(continued) Block 1 S Wall Min S->N Wind Line -45.00 -41.50 44.0 Block 1 S Wall 1 5->N Wind Line -41.50 -28.75 46.3 Block 1 S Wall Min 5->N Wind Line -41.50 -28.75 44.0 Block 1 S Wall 1 S->N Wind Line -41.50 -28.75 56.6 Block 1 S Wall Min S->N Wind Line -41.50 -28.75 36.0 Block 1 S Wall 1 S->N Wind Line -28.75 -13.75 56.6 , Block 1 S Wall 1 S->N Wind Line -28.75 -13.75 46.3 Block 1 S Wall Min S->N Wind Line -26.75 -13.75 44.0 Block 1 S Wall Min S->N Wind Line -28.75 -13.75 36.0 Block 1 S Wall 1 S->N Wind Line -13.75 -0.25 56.6 Block 1 S Wall Min S->N Wind Line -13.75 -0.25 44.0 Block 1 S Wall 1 S->N Wind Line -13.75 -0.25 46.3 Block 1 S Wall Min S->N Wind Line -13.75 -0.25 36.0 Block 1 N Wall 1 S->N Lee Line -45.00 -22.50 41.8 Block 1 N Wall Min 5->N Lee Line -45.00 -22.50 36.0 Block 1 N Wall Min S->N Lee Line -45.00 -22.50 44.0 Block 1 N Wall 1 S->N Lee Line -45.00 -22.50 34.2 Block 1 N Wall Min 5->N Lee Line -22.50 -0.25 44.0 Block 1 N Wall 1 S->N Lee Line -22.50 -0.25 41.8 Block 1 N Wall 1 S->N Lee Line -22.50 -0.25 34.2 Block 1 N Wall Min 5->N Lee Line -22.50 -0.25 36.0 Block 1 S Wall Min N->S Lee Line -45.00 -41.50 36.0 Block 1 S Wall 1 N->S Lee Line -45.00 -41.50 34.2 Block 1 S Wall Min N->5 Lee Line -45.00 -41.50 44.0 Block 1 S Wall 1 N->5 Lee Line -45.00 -41.50 41.8 Block 1 5 Wall Min N->5 Lee Line -41.50 -28.75 36.0 Block 1 S Wall 1 N->S Lee Line -41.50 -28.75 34.2 Block 1 S Wall Min N->S Lee Line -41.50 -28.75 44.0 Block 1 S Wall 1 N->5 Lee Line -41.50 -28.75 41.8 Block 1 S Wall Min N->S Lee Line -28.75 -13.75 36.0 Block 1 5 Wall Min N->5 Lee Line -28.75 -13.75 44.0 Block 1 S Wall 1 N->S Lee Line -28.75 -13.75 41.8 Block 1 S Wall 1 N->S Lee Line -28.75 -13.75 34.2 Block 1 S Wall Min N->S Lee Line -13.75 -0.25 44.0 Block 1 S Wall 1 N->S Lee Line -13.75 -0.25 41.8 Block 1 S Wall Min N->S Lee Line -13.75 -0.25 36.0 Block 1 S Wall 1 N->S Lee Line -13.75 -0.25 34.2 Block 1 N Wall 1 N->S Wind Line -45.00 -22.50 56.6 Block 1 N Wall Min N->S Wind Line -45.00 -22.50 36.0 Block 1 N Wall ] N->S Wind Line -45.00 -22.50 46.3 Block 1 N Wall Min N->S Wind Line -45.00 -22.50 44.0 Block 1 N Wall Min N->S Wind Line -22.50 -0.25 36.0 Block 1 N Wall 1 N->S Wind Line -22.50 -0.25 56.6 Block 1 N Wall 1 N->S Wind Line -22.50 -0.25 46.3 Block 1 N Wall Min N->S Wind ' Line -22.50 -0.25 44.0 Legend: Block-Block used in load generation Accum.=loads from one block combined with another Manual=user-entered loads(so no block) F-Building face(north, south,east or west) Element-Building surface on which loads generated or entered Load Case-One of the following: ASCE 7 All Heights:Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5 ASCE 7 Low-rise:Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4 Wind Dir-Direction of wind for loads with positive magnitude,also direction of MWFRS. Surf Dir-Windward or leeward side of the building for loads in given direction Prof-Profile(distribution) Location-Start and end points on building element Magnitude-Start=intensity of uniform and point loads or leftmost intensity of trapezoidal load, End=right intensity of trap load Trib Ht-Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified(unfactored)loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 8 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct.18,2021 11:39:20 WIND C&C LOADS Block Building Wind Level Magnitude[psf] Face Direction Interior End Zone Block 1 West Windward 2 23.6 29.1 Block 1 West Windward 2 23.6 29.1 Block 1 West Windward 2 23.6 29.1 Block 1 East Leeward 2 23.6 29.1 Block 1 East Leeward 2 23.6 29.1 Block 1 East Leeward 2 23.6 29.1 Block 1 West Leeward 2 23.6 29.1 Block 1 West Leeward 2 23.6 29.1 Block 1 West Leeward 2 23.6 29,1 Block 1 East Windward 2 23.6 29.1 Block 1 East Windward 2 23.6 29.1 Block 1 East Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 North Leeward 2 23.6 29.1 Block 1 North Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 North Windward 2 23.6 29.1 Block 1 North Windward 2 23.6 29.1 Block 1 West Windward 1 23.6 29.1 Block 1 West Windward 1 23.6 29.1 Block 1 West Windward 1 23.6 29.1 Block 1 East Leeward 1 23.6 29.1 Block 1 East Leeward 1 23.6 29.1 Block 1 East Leeward 1 23.6 29.1 Block 1 West Leeward 1 23.6 29.1 Block 1 West Leeward 1 23.6 29.1 Block 1 West Leeward 1 23.6 29.1 Block 1 East Windward 1 23.6 29.1 Block 1 East Windward 1 23.6 29.1 Block 1 East Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 North Leeward 1 23.6 29.1 Block 1 North Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 North Windward 1 23.6 29.1 Block 1 North Windward 1 23.6 29.1 DEAD LOADS(for hold-down calculations) Shear Level Profile Tributary Location[ft] Mag[lbs,psf,psi] Line Width[ft] Start End Start End A 2 Line -41.50 --28.75 108.0 F 2 Line -22.50 -0.25 108.0 1 2 Line -7.25 18.75 108.0 6 2 Line 0.00 47.00 108.0 A 1 Line -41.50 -28.75 108.0 F 1 Line -22.50 -0.25 108.0 1 I Line -7.25 18.75 108.0 6 1 Line 0.00 47.00 108.0 9 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 BUILDING MASSES Level 2 Magnitude Trib Force Building Block Wall Profile Location[ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 1 Line -15.25 21.00 292.5 292.5 E-W Roof Block 1 6 Line -15.25 21.00 292.5 292.5 E-W Roof Block 2 Line 19.00 49.25 156.0 156.0 E-W Roof Block 2 6 Line 19.00 49.25 156.0 156.0 N-S Roof Block 1 A Line -47.00 1.75 217.5 217.5 N-S Roof Block 1 Line -47.00 1.75 217.5 217.5 N-S Roof Block 2 Line -24.25 1.75 169.5 169.5 N-S Roof Block 2 Line -24.25 1.75 193.5 193.5 N-S L Gable Block 1 A Line -45.00 -22.62 155.0 0.0 N-S R Gable Block 1 A. Line -22.62 -0.25 0.0 155.0 N-S R Gable Block 1 Line -45.00 -22.62 155.0 0.0 N-S L Gable Block 1 Line -22.62 -0.25 0.0 155.0 N-S R Gable Block 2 Line -22.25 -11.25 76.2 0.0 N-S L Gable Block 2 Line -11.25 -0.25 0.0 76.2 Both Wall 1-1 n/a 1 Line -7.25 18.75 54.0 54.0 Both Wall 2-1 n/a 2 Line -13.25 -7.25 54.0 54.0 Both Wall 3-1 n/a 3 Line -13.25 -4.00 54.0 54.0 Both Wall 4--1 n/a 4 Line 18.75 47.00 54.0 54.0 Both Wall 5-1 n/a 5 Line -4.00 0.00 54.0 54.0 Both Wall 6-1 n/a 6 Line 0.00 47.40 54.0 54.0 Both Wall A-1 n/a A Line -41.50 -28.75 54.0 54.0 Both Wall B-1 n/a B Line -45.00 -41.50 54.0 54.0 Both Wall C-1 n/a C Line -28.75 -13.75 54.0 54.0 Both Wall D-1 n/a D Line -13.75 -0.25 54.0 54.0 Both Wall E-1 n/a E Line -45.00 -22.50 54.0 54.0 Both Wall F-1 n/a F Line -22.50 -0.25 54.0 54.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location[ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] Both Wall 1-1 n/a 1 Line -7.25 18.75 54.0 54.0 E-W Floor F2 n/a 1 Line -7.25 -4.00 121.9 121.9 E-W Floor F3 n/a 1 Line -4.00 0.00 234.4 234.4 E-W Floor F4 n/a 1 Line 0.00 18.75 335.6 335.6 Both Wall 2-1 n/a 2 Line -13.25 -7.25 54.0 54.0 E-W Floor Fl n/a 2 Line -13.25 -7.25 95.6 95.6 E-W Floor Fl n/a Line -13.25 -7.25 95.6 95.6 Both Wall 3-1 n/a 5 Line -13.25 -4.00 54.0 54.0 E-W Floor F2 n/a 3 Line -7.25 -4.00 121.9 121.9 E-W Floor F5 n/a 4 Line 18.75 47.00 166.9 166.9 Both Wall 4-1 n/a 4 Line 18.75 47.00 54.0 54.0 Both Wall 5-1 n/a 5 Line -4.00 0.00 54.0 54.0 E-W Floor F3 n/a 5 Line -4.00 0.00 234.4 234.4 Both Wall 6-1 n/a 6 Line 0.00 47.00 54.0 54.0 E-W Floor F4 n/a 6 Line 0.00 18.75 335.6 335.6 E-W Floor F5 n/a 6 Line 18.75 47.00 166.9 166.9 N-S Floor F2 n/a A Line -41.50 -28.75 240.0 240.0 Both Wall A-i n/a A Line -41.50 -28.75 54.0 54.0 N-S Floor Fl n/a B Line -45.00 -41.50 195.0 195.0 Both Wall B-1 n/a B Line -45.00 -41.50 54.0 54.0 Both Wall C--1 n/a C Line -28.75 -13.75 54.0 54.0 N-S Floor F3 n/a C Line -28.75 -22.50 170.6 170.6 N-S Floor F4 n/a C Line -22.50 -13.75 382.5 382.5 10 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 BUILDING MASSES(continued) Both Wall D-1 n/a S Line -13.75 -0.25 54.0 54.0 N-S Floor F5 n/a D Line -13.75 --0.25 352.5 352.5 Both Wall E--1 n/a E Line -45.00 -22.50 54.0 54.0 N-S Floor Fl n/a F Line -45.00 -41.50 195.0 195.0 N-S Floor F2 n/a E Line -41.50 -28.75 240.0 240.0 N-S Floor F3 n/a E Line -28.75 -22.50 170.6 170.6 Both Wall F-1 n/a F Line -22.50 -0.25 54.0 54.0 N-S Floor F4 n/a F Line -22.50 -13.75 382.5 382.5 N-S Floor F5 n/a F Line -13.75 -0.25 352.5 352.5 Both Wall 1-1 n/a 1 Line -7.25 18.75 54.0 54.0 Both Wall 2-1 n/a 2 Line -13.25 -7.25 54.0 54.0 Both Wall 3-1 n/a 3 Line -13.25 -4.00 54.0 54.0 Both Wall 4-1 n/a 4 Line 16.75 47.00 54.0 54.0 Both Wall 5-1 n/a 5 Line -4.00 0.00 54.0 54.0 Both Wall 6-1 n/a 6 Line 0.00 47.00 54.0 54.0 Both Wall A-1 n/a A Line -41.50 -28.75 54.0 54.0 Both Wall B-1 n/a B Line -45.00 -41.50 54.0 54.0 Both Wall C-1 n/a C Line -28.75 -13.75 54.0 54.0 Both Wall D-1 n/a D Line -13.75 -0.25 54.0 54.0 Both Wall E-1 n/a E Line -45.00 -22.50 54.0 54.0 Both Wall F-1 n/a F Line -22.50 -0.25 54.0 54.0 Legend.' Force Dir-Direction in which the mass is used for seismic load generation,E-W, N-S,or Both Building element-Roof,gable end, wall or floor area used to generate mass, wall line for user-applied masses,Floor F#-refer to Plan View for floor area number Wall line-Shearline that equivalent line load is assigned to Location-Start and end points of equivalent line load on wall line Trib Width. -Tributary width;for user applied area loads only 11 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 SEISMIC LOADS Level 2 Force Profile Location[ft] Mag[Ibs,plf,psf] Dir Start End Start End E-W Line -15.25 -13.25 95.3 95.3 E-W Point -13.25 -13.25 677 677 E-W Line -13.25 -7.25 112.9 112.9 E-W Point -7.25 -7.25 31 31 E-W Line -7.25 -4.00 112.9 112.9 E-W Point -4.00 -4.00 132 132 E-W Line -4.00 0.00 112.9 112.9 E-W Point 0.00 0.00 119 119 E-W Line 0.00 18.75 112.9 112.9 E-W Point 18.75 18.75 198 198 E-W Line 18.75 19.00 112.9 112.9 E-W Point 19.00 19.00 565 565 E-W Line 19.00 21.00 163.7 163.7 E-W Line 21.00 47.00 68.4 68.4 E-W Point 47.00 47.00 196 196 E-W Line 47.00 49.25 50.8 50.8 E-W Point 47.25 47.25 137 137 N-S Line -47.00 -45.00 70.9 70.9 N-S Point -45.00 -45.00 229 229 N-S Line -45.00 -41.50 88.5 96.4 N-S Point -41.50 -41.50 53 53 N-S Line -41.50 -28.75 96.4 125.1 N-S Point -28.75 -28.75 81 81 N-S Line -28.75 -24.25 125.1 135.3 N-S Line -24.25 -22.62 194.4 198.1 N-S Line -22.62 -22.50 198.1 197.8 N-S Point -22.50 -22.50 249 249 N-S Line -22.50 -22.25 197.8 197.3 N-S Line -22.25 -13.75 197.3 187.7 N-S Point -13.75 -13.75 35 35 N-S Line -13.75 -11.25 187.7 184.8 N-S Line -11.25 -0.25 164.8 147.6 N-S Point -0.25 -0.25 413 413 N-S Line -0.25 1.75 130.0 130.0 Level 1 Force Profile Location[ft] Mag[Ibs,plf,psf] Dir Start End Start End E-W Point -13.25 -13.25 115 115 E-W Line -13.25 -7.25 34.0 34.0 E-W Point -7.25 -7.25 32 32 E-W Line -7.25 -4.00 36.4 38.4 E-W Point -4.00 -4.00 135 135 E-W Line -4.00 0.00 57.2 57.2 E-W Point 0.00 0.00 122 122 E-W Line 0.00 18.75 74.1 74.1 E-W Point 18.75 18.75 203 203 E-W Line 18.75 47.00 45.9 45.9 E-W Point 47.00 47.00 201 201 N-S Point -45.00 -45.00 235 235 N-S Line -45.00 -41.50 50.6 50.6 N-S Point -41.50 -41.50 54 54 N-S Line -41.50 -28.75 58.1 58.1 N-S Point -28.75 -29.75 83 83 N-S Line -28.75 -22.50 46.6 46.6 N-S Point -22.50 -22.50 255 255 N-S Line -22.50 -13.75 82.0 82.0 N-S Point -13.75 -13.75 36 36 N-S Line -13.75 --0.25 76.9 76.9 N-S Point -0.25 -0.25 929 424 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location-Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified(unfactored)loads.The program applies a load factor of 0.70 and redundancy 12 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 factor to seismic loads before distributing them to the shearlines. 13 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads,Flexible 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). 14 WoodWorks® Shearwalls 21169 Mahar LateraLwsw Oct. 18,2021 11:39:20 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 2 Ln1, Lev2 2 S->N 115.1 - 2992 - 1.0 - 434 - 434 11284 0.27 2 N->S 117.1 - 3045 - 1.0 - 434 - 434 11284 0.27 Level 1 Lnl, Levl 2 S->N 207.5 - 5395 - 1.0 - 434 - 434 11284 0.48 2 N->S 209.5 - 5447 - 1.0 - 434 - 434 11284 0.48 Line 6 Level 2 Ln6, Lev2 2 S->N 66.6 - 3131 -- 1.0 - 434 - 434 20398 0.15 2 N->5 70.0 - 3291 - 1.0 - 434 - 434 20398 0.16 Level 1 Ln6, Levl 2 S->N 117.7 - 5533 - 1.0 - 434 - 434 20398 0.27 2 N->S 121.1 - 5694 - 1.0 - 434 - 434 20398 0.28 E-W W For ASD Shear Force[pit] Asp-Cub Allowable Shear[plf] Resp. _ Shearlines Gp Dir v vmaxlvft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line A Level 2 LnA, Lev2 1 Both 362.9 - 4627 - 1.0 - 694 -- 644 8211 0.56 Level 1 LnA, Levi 1" Both 599.9 - 7649 - 1.0 - 644 - 644 8211 0.93 Line F Level 2 LnF, Lev2 2 Both 171.4 - 3813 - 1.0 - 434 - 434 9657 0.39 Level 1 LnE, Levl 2^ Both 307.2 - 6835 - 1.0 - 434 - 439 9657 0.71 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 Factor from SDPWS 4.3.4.2. lnf-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, 15 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 HOLD-DOWN DESIGN(flexible wind design) Level 1 Tensile ASD Line- Location[ft] Load Holddown Force[Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End -45.00 -7.12 1 2932 1685 1247 HDU5-59S2. 5645 0.22 1-1 R End -45.00 18.63 1 2968 1685 1283 HD115-SDS2. 5645 0.23 Line 6 6-1 L End -0.25 0.12 1 1668 3046 6-1 R End -0.25 96.88 1 1730 3046 Line A A-1 L End -41.37 -13.25 1 11139 826 10308 HHDQ11-SDS ^11810 0.87 A-1 R End -28.87 -13.25 1 11134 826 10308 HHDQ11-SDS ^11810 0.87 Line F F-1 L End -22.37 47.00 1 4356 1442 2914 HDU5--5952. 5645 0.52 F-1 R End -0.37 47.00 1 9356 1442 2914 HDU5-SDS2. 5645 0.52 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force ribs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End -45.00 -7.12 1 1046 842 203 CMSTC16 4500 0.05 1-1 R End -45.00 18.63 1 1069 842 222 CMSTC16 4500 0.05 Line 6 6-1 L End -0.25 0.12 1 603 1523 6-1 R End -0.25 46.88 1 639 1523 Line A A-1 L End -41.37 -13.25 1 5627 913 5214 CMST12 - 1 9215 0.57 A-1 R End -28.87 -13.25 i 5627 413 5219 CMST12 - 1 9215 0.57 Line F F-1 L End -22.37 47.00 L 1560 721 839 CMSTC16 4500 0.19 F-1 R End -0.37 47.00 1 1560 721 839 CMSTC16 4500 0.19 Legend: Line-Wall: At wall or opening-Shearline and wall number At vertical element-Shearline Posit'n-Position of stud that hold-down is attached to: V Elem-Vertical element:column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n t @ Op n- Uplift force tat opening n from offset opening in perforated wall above,from SDPWS 4.3.6.2.1 Location-Co-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7 All Heights:Case 1 or 2 from Fig. 27,3-8 ASCE 7 Low-rise:Windward corner(s)and Case A or B from Fig. 28.3-1 ASCE 7 Minimum loads(27.1.5/28.3.4) Hold-down Forces: Shear-Wind shear overturning component,based on shearline force,factored for ASD by 0.60.For perforated walls, T from SDPWS 4.3-8 is used. Dead-Dead load resisting component,factored for ASD by 0.60 Uplift-Uplift wind load component,factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd-Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4,3.6.2.1 when openings are staggered. Hold-down-Device used from hold-down database Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: ^WARNING-This hold-down does not have design capacities for the thickness of end studs selected,so additional jack studs or blocking required Refer to Shear Results table for factor Co,and shearline dimensions table for the sum of Li,used to calculate tension force T for perforated walls from SDPWS Eqn.4.3-8. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table.Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 16 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 COLLECTOR FORCES(flexible wind design) 1 Legend: Line-Wall-Shearline and wall number Position...-Side of opening or wall end that drag strut is attached to Location-Co-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner;Case A or B Drag strut Force-Axial force in transfer element at openings,gaps, or changes in design shear along shearline.+:tension;-:compression. Based on ASD-factored shearline force(vmax from 4.3.6.4.1.1 for perforated walls) Strap/Blocking Force—For force-transfer walls,force transferred from above and below opening to shearwall pier. ->Due to shearline force in the west-to-east or south-to-north direction <-Due to shearline force in the east-to-west or north-to-south direction 17 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 MWFRS DEFLECTION(flexible wind design) These deflections are used to determine shearwall stiffness for force distribution Wall, W Bending Ga Nail slip Shear ` Hold Total segment Gp Dir Srf V b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1 2 S->N Ext 207.5 26.00 9.00 16.5 .002 22.3 217 .019 .084 0.03 0.12 N->5 Ext 209.5 26.00 9.00 16.5 .002 22.3 217 .019 .085 0.03 0.12 Line 6 6-1 2 5->N Ext 117.7 97.00 9.00 16.5 .001 22.3 217 .019 .048 0.01 0.06 N->S Ext 121.1 47.00 9.00 16.5 .001 22.3 217 .019 .049 0.01 0.06 Line A A-1 1 Both Ext 599.9 12.75 9.00 16.5 .010 30.0 215 .018 .180 0.12 0.32 Line F F-1 2 Both Ext 307.2 22.25 9.00 16.5 .003 22.3 217 .019 .129 0.05 0.18 Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips! Vn en Defl Deft Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 2 5->N Ext 115.1 26.00 9.00 16.5 .001 22.3 217 .019 .046 0.05 0.10 N->S Ext 117.1 26.00 9.00 16.5 .001 22.3 217 .019 .047 0.05 0.10 Line 6 6-1 2 5->N Ext 66.6 47.00 9.00 16.5 .000 22.3 217 .019 .027 0.01 0.03 N->S Ext 70.0 47.00 9.00 16.5 .000 22.3 217 .019 .028 0.01 0.09 Line A A-1 1 Both Ext 362.9 12.75 9.00 16.5 .006 30.0 215 .018 .109 0.19 0.26 Line F F-1 2 W->E Ext 171.4 22.25 9.00 16.5 .002 22.3 217 .019 .069 0.07 0.14 E->W Ext 171.4 22.25 9.00 16.5 .002 22.3 217 .019 .069 0.06 0.13 Legend: Wall,segment-Wall and segment between openings,e.g. 8-3, 2=second segment on Wall 3 on Sheariine B W Gp-Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir-Force direction Srf-Wall surface,interior or exterior for perimeter walls, 1 or 2 for interior partitions v-ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1.For force-transfer walls, unit shear force in pier beside opening(s)is used. b-Segmented wall or force-transfer wall segments:Width of wall segment between openings.Perforated wall:Sum of FHS segments,modified as per SDPWS 4.3.2.1.Force-transfer wall:Length of wall including openings. h'-Wall height.For force-transfer piers,distance from bottom of opening to top of wall is shown;for end segments,results using that distance and the wall height are averaged,as perAPA T555. Defl -Horizontal shearwall deflection due to given term: Bending=8vhA3/EAb Cub;A-Cross sectional area of segment end stud(s);E-stud mod. of elasticity in Framing Materials table Shear=vh/1000 Ga Cub. Ga-vw/(vw/Gt+0.75 en),from SDPWS Ex. C4.3.2-1;vw-ASD sheathing capacity;Gt-Shear stiffness from C4.3.3.2, value is in Sheathing Materials table;en-Nail slip from table C4.2.2D;Vn-Shear force per nail along panel edge using vw Hold- Hold-down= da x h/b;refer to Hold-down Displacement table for components of da.For force-transfer walls,hold-down device at end of wall is applied to all segments,as per APA T555. Cub-Unblocked factor from 4.3.2.2,shown in the Shear Results table. Total deft= Deflection from bending+shear+hold-down,as per SDPWS C4.3.2-1.For force-transfer walls,the average of the values for the segments, as per APA T555. 18 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 MWFRS HOLD-DOWN DISPLACEMENT(flexible wind design) These displacements are used to determine deflections for force distribution Wall, Hold- Uplift Elong 1 Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in lbs in in in in in Level 1 Line 1 1-1 S->N HDU5-SDS 1297 .025 .000 0.025 - - .022 0.04 0.09 0.03 N->S HD1.35-SDS 1283 .026 .000 0.026 - - .022 0.04 0.09 0.03 Line 6 6-1 S->N HDU5-SDS -1378 .000 .000 0.000 - - .000 0.09 0.04 0.01 N->S BB05-SIDS -1316 .000 .000 0.000 - - .000 0.04 0.04 0.01 Line A A-1 Both HHDQ11-S 10308 .114 .000 0.119 - - .022 0.04 0.19 0.12 Line F F-1 Both HD05-SDS 2914 .059 .000 0.059 - - .022 0.04 0.12 0.05 Wall, Hold- Uplift Elong i Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in _ lbs in in in in in Level 2 Line 1 1-1 S->N CMSTC16 203 .011 .000 0.011 4 .000* .099 0.04 0.15 0.05 N->S CMSTC16 222 .006 .000 0.006 4 .000* .099 0.04 0.19 0.05 Line 6 0-1 S->N CMSTC16 -920 .000 .000 0.000 0 .000 .000 0.04 0.04 0.01 N->S CMSTC16 -889 .000 .000 0.000 0 .000* .000 0.04 0.04 0.01 Line A A-1 Both CMST12 - 5214 .071 .000 0.071 - - .094 0.04 0.21 0.14 Line F F-1 W->E CMSTC16 839 .047 .000 0.097 14 .000* .094 0.09 0.18 0.07 E->9 CMSTC16 839 .023 .000 0.023 14 .000* .094 0.09 0.16 0.06 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearline B Dir-Force direction Uplift force(P)-Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da-Vertical displacements due to the following components: Elong/Disp-Elongation when slippage calculated separately;displacement when combined elongation/slippage used Manuf-Using manufacturer's value for anchor bolt length,or no bolt contribution for connector-only elongation. Unless marked with*=(ASD uplift force/ASD hold-down capacity)x max ASD elongation or displacement *-Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add-Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation= PL/(Ab x Es); Ab-bolt cross-sectional area; Es=steel modulus=29000000 psi; L=Lb-Lh; Lb=Total bolt length shown in Storey Information table; Lh=Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage-Due to vertical slippage of hold-down fasteners attached to stud(s)when not combined with elongation Pf=ASD uplift force P/number of fasteners Bolts: = Pf/(270,000 D01.6) (NDS 11.3.6);D=bolt diameter Nails: =en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage= 0.002 x(13%fabrication-10% in-service moisture contents)x Ls Ls=Perp.-to-grain length between fasteners subject to shrinkage,shown in Storey Information table Crush+Extra-0.04"wood crushing at compression end of wall segment plus extra displacement due to mis-cuts,gaps, etc. Total da= Elong/Disp+Slippage+Shrink+Crush+Extra Hold Defl-Horizontal deflection= h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h=wall height;b=segment length between openings;h,b values in Deflection table.For end segments from force-transfer walls, h is the average of the distance from bottom of opening to top of wall and the wall height. WARNING-At least some hold-downs do not have displacement values for the thickness of end studs selected,so additional jack studs or blocking required. *WARNING-Load per fastener exceeds maximum allowable from SDPWS Table C4.2.2D. The slippage override value in from the Hold-down settings has been used in place of the calculated slippage. 19 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 Out-of-plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North-South Sheathing[pst] Fastener Withdrawal jibs] Service Cond Shearlines Force Cap Forcel Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 3 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 4 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 5 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 6 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 East-West Sheathing[psf] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int ,. Temp Moist A 1 1 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 1 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 B 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 C 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 D 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 E 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 F 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 Legend: Grp-Wall Design Group(results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force-C&C end zone exterior pressures using negative(suction)coefficient in ASCE 7 Figure 30.3-1 added to interior pressure using coefficients from Table 26.13-1 Cap-Out-of-plane capacity of exterior sheathing from SIFWS Table 3.2.1,factored for ASD and load duration,and assuming continuous over 2 spans Fastener Withdrawal: Force-Force tributary to each nail in end zone and interior zone Cap-Factored withdrawal capacity of individual nail according to AIDS 12.2-3 20 WoodWorks® Shearwalls 21169 Mahar Laterat.wsw Oct. 18, 2021 11:39:20 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 2 49760 1721.9 8106 8106 5675 5675 5675 5675 1 48509 1721.9 4053 4053 5462 5462 5462 5462 All 98269 - 12159 12159 - - - - 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=0.2 Sds D;Sds=0.80;Ev=0.161 D unfactored;0.113 D factored;total dead load factor:0.6-0.113=0.467 tension, 1.0+0.113=1.113 compression. 21 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 SHEAR RESULTS(flexible seismic design) N-S W For ASD Shear Force[Of] Asp-Cub Allowable Shear[pit] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line 1 Level 2 Ln1, Lev2 2 Both 95.9 - 2495 - 1.0 - 310 - 310 8060 0.31 Level 1 Ln1, Lev1 2 Both 145.3 - 3777 - 1.0 - 310 - 310 8060 0.47 Line 6 Level 2 Ln6, Lev2 2 Both 67.7 - 3180 - 1.0 - 310 - 310 14570 0.22 Level 1 Ln6, Levi 2 Both 100.7 - 4735 - 1.0 - 310 - 310 14570 0.32 E-W W For ASD Shear Force[pit] Asp-Cub Allowable Shear[plf] Reap. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line A Level 2 LnA, Lev2 1 Both 255.4 - 3257 - 1.0 - 460 - 460 5865 0.56 Level 1 LnA, Levi 1 Both 371.2 - 4733 - 1.0 - 460 - 460 5865 0.81 Line F Level 2 LnF, Lev2 2 Both 108.7 - 2418 - 1.0 - 310 - 310 6898 0.35 Level 1 LnF, Levl 2 Both 169.8 - 3778 - 1.0 - 310 - 310 6898 0.55 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 Factor from SDPWS 4.3.4.2. Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. For wall:Unfactored.For segment:Include Cub factor and aspect ratio adjustments. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities, S=Strongest side or twice weakest, G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. V-Total factored shear capacity of shearline, wall or segment. Crit Resp-Response ratio=v/Cmb=design shear force/unit shear capacity. "W"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 22 Woodworks® Shearwalls 21169 Mahar LateraLwsw Oct. 18,2021 11:39:20 HOLD-DOWN DESIGN(flexible seismic design) Level 1 Tensile ASD Line- Location[ft] Holddown Force[lbs] Cap Crit Wall Posit'n X Y Shear Dead _ Ev Cmb`d Hold-down [Ibs] Resp. Line 1 1-1 L End -95.00 -7.12 2192 1685 316 823 HDU5-SDS2. 5645 0.15 1-1 R End -45.00 18.63 2192 1685 316 823 HDU5-SDS2. 5645 0.15 Line 6 6-1 L End -0.25 0.12 1529 3046 6-1 R End -0.25 46.88 1529 3046 Line A A-1 L End -91.37 -13.25 7368 826 155 6697 HHDQ11-SDS ^11810 0.57 A-1 R End -28.87 -13.25 7368 826 155 6697 HHDQ11-SDS "11810 0.57 Line F F-1 L End -22.37 97.00 2535 1942 271 1363 HDU5-SDS2. 5645 0.24 F-1 R End -0.37 97.00 2535 1942 271 1363 HDU5-SDS2. 5645 0.24 Level 2 Tensile ASD Line- Location[ft] Holddown Force[Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [Ibsi Resp. Line 1 1-1 L End -45.00 -7.12 872 842 158 188 CMSTC16 4500 0.04 1-1 R End -45.00 18.63 872 842 158 188 01115TC16 4500 0.04 Line 6 6-1 L End -0.25 0.12 612 1523 6-1 R End -0.25 46.88 612 1523 Line A A-1 L End -41.37 -13.25 3960 913 78 3625 CMST12 - 1 9215 0.39 A-1 R End -28.87 -13.25 3960 913 78 3625 CMST12 - 1 9215 0.39 Line F F-1 L End -22.37 47.00 989 721 135 403 CMSTC16 4500 0.09 F-1 R End -0.37 47.00 989 721 135 403 CMSTC16 4500 0.09 Legend: Line-Wall: At wall or opening-Shearline and wall number At vertical element-Shearline Posit'n- Position of stud that hold-down is attached to: V Elem- Vertical element:column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n t @ Op n- Uplift force tat opening n from offset opening in perforated wall above,from SDPWS 4.3.6.2.1 Location-Co-ordinates in Plan View Hold-down Forces: Shear-Seismic shear overturning component, factored for ASD by 0.7.For perforated walls, T from SDPWS 4.3-8 is used Dead-Dead load resisting component,factored for ASD by 0.60 Ev-Vertical seismic load effect from ASCE 7 12.4.2.2=-0.2Sds x ASD seismic factor x unfactored D=0.188 x factored D. Refer to Seismic information table for more details. Cmb'd-Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down-Device used from hold-down database Cap-Allowable ASD tension load Crit.Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: "WARNING-This hold-down does not have design capacities for the thickness of end studs selected,so additional jack studs or blocking required Combined force from ASCE 7 2.4.1 load combination 10=-(0.6D-0.7Ev+0.7Eh); Eh(from 12.4.2.1)=-shear overturning force Refer to Shear Results table for factor Co,and shearline dimensions table for the sum of Li,used to calculate tension force T for perforated walls from SDPWS Eqn.4.3-8. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table.Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 23 f WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 COLLECTOR FORCES(flexible seismic design) Legend: Line-Wall-Shearline and wall number Position...-Side of opening or wall end that drag strut is attached to Location-Co-ordinates in Plan View Drag strut Force-Axial force in transfer element at openings,gaps, or changes in design shear along shearline. +:tension;-:compression. Based on ASD-factored shearline force shown.For SDC C-F,it is the greater of the design shearline force and the diaphragm force Fpx, added to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength(omega)as per 12.10.1.1. Refer to Seismic Information table for diaphragm forces and omega factor. For SDC D-F,if horizontal torsional irregularities 2,3,or 4 are input,or vertical irregularity 4 detected or input 25%increase from 12.3.3.4 applied. For perforated walls,this force is converted to vmax using 4.3.6.4.1.1. Strap/Blocking Force—For force-transfer walls,force transferred from above and below opening to shearwal!pier. ->Due to shearline force in the west-to-east or south-to-north direction <-Due to shearline force in the east-to-west or north-to-south direction 24 WoodWorks® SheanNalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 DEFLECTION(flexible seismic design) Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips! Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1 2 Both Ext 207.5 26.00 9.00 16.5 .002 22.3 217 .019 .084 0.03 0.12 Line 6 6-1 2 Both Ext 193.9 97.00 9.00 16.5 .001 22.3 217 .019 .058 0.01 0.07 Line A A-1 1 Both Ext 530.3 12.75 9.00 16.5 .009 30.0 215 .018 .159 0.11 0.28 Line F F-1 2 Both Ext 242.6 22.25 9.00 16.5 .002 22.3 217 .019 .098 0.09 0.i=: Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips! Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 2 S->N Ext 137.1 26.00 9.00 16.5 .001 22.3 217 .019 .055 0.05 0.11 N->S Ext 137.1 26.00 9.00 16.5 .001 22.3 217 .019 .055 0.05 0.10 Line 6 6-1 2 Both Ext 96.7 47.00 9.00 16.5 .000 22.3 217 .019 .039 0.01 0.05 Line A A-1 1 Both Ext 364.9 12.75 9.00 16.5 .006 30.0 215 .018 .110 0.13 0.25 Line F F-1 2 W->E Ext 155.2 22.25 9.00 16.5 .002 22.3 217 .019 .063 0.06 0.13 E->W Ext 155.2 22.25 9.00 16.5 .002 22.3 217 .019 .063 0.06 0.12 Legend: Wall,segment-Wall and segment between openings,e.g. B-3,2=second segment on Wall 3 on Shearline 8 W Gp-Wall design group, refer to Sheathing and Framing Materials Dir-Force direction Srf-Wall surface,interior or exterior for perimeter walls, 1 or 2 for interior partitions v-Unfactored(strength-level)shear force per unit distance on wall segment=ASD force/0.70.For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2,1,For force-transfer walls, unit shear force in pier beside opening(s)is used. b-Segmented wall or force-transfer wall segments:Width of wall segment between openings.Perforated wall:Sum of FHS segments,modified as per SDPWS 4.3.2.1.Force-transfer wall:Length of wall including openings. h-Wall height. For force-transfer piers,distance from bottom of opening to top of wall is shown;for end segments,results using that distance and the wall height are averaged,as per APA T555. Defl -Horizontal shearwall deflection due to given term: Bending=8vh^3/EAb Cub;A-Cross sectional area of segment end stud(s);E-stud mod.of elasticity in Framing Materials table Shear=vh/1000 Ga Cub. Ga-1.4 vs/(1.4 vs/Gt+0.75 en)from SDPWS Ex. C4.3.2-1;vs-ASD sheathing capacity;Gt-Shear stiffness from C4.3.3.2,value is in Sheathing Materials table;en-Nail slip from table C4.2.2D;Vn-Shear force per nail along panel edge using 1.4 vs Hold- Hold-down= da x h/b;refer to Hold-down Displacement table for components of da.For force-transfer walls,hold-down device at end of wall is applied to all segments,as per APA T555. Cub.-Unblocked factor from 4.3.2.2,shown in the Shear Results table. Total defl= Deflection from bending+shear+hold-down,as per SDPWS C4.3.2-1.For force-transfer walls,the average of the values for the segments, as per APA T555. 25 I-- WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18,2021 11:39:20 HOLD-DOWN DISPLACEMENT(flexible seismic design) Wall, Hold- Uplift Elong/Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in lbs in in in in in Level 1 Line 1 1-1 Both HDV5-SDS 1056 .023 .000 0.023 - - .022 0.04 0.09 0.03 Line 6 6--1 Both HDV5-SDS -1575 .000 .000 0.000 - - .000 0.04 0.04 0.01 Line A A-1 Both HEDQ11-S 9509 .095 .000 0.095 - - .022 0.04 0.16 0.11 Line F F-1 Both HDV5-SIDS 1845 .038 .000 0.038 - - .022 0.04 0.10 0.09 Wall, Hold- Uplift Elong/Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Deft lbs in in in ibs in in in in in Level 2 Line 1 -1 S->N CMSTC16 208 .010 .000 0.010 4 .000* .094 0.09 0.14 0.05 N->S CMSTC16 208 .005 .000 0.005 9 .000* .094 0.09 0.14 0.05 Line 6 6-1 S->N CMSTC16 -1001 .000 .000 0.000 0 .000* .000 0.09 0.09 0.01 N->S CMSTC16 -1001 .000 .000 0.000 0 .000 .000 0.09 0.04 0.01 Line A A-1 Both CMST12 - 5149 .049 .000 0.049 - - .094 0.09 0.18 0.13 Line F F-1 W->E CMSTC16 525 .022 .000 0.022 9 .000* .094 0.09 0.16 0.06 E->W CMSTC16 525 .011 .000 0.011 9 .000* .094 0.09 0.15 0.06 Legend: Wall, segment-Wall and segment between openings, e.g. 8-3, 2=second segment on Wall 3 on Shearline B Dir-Force direction Uplift force(P)-Strength-level accumulated hold-down tension force from overturning,dead and wind uplift.For perforated walls, T from SDPWS 4.3-8 is used for overturning da-Vertical displacements due to the following components: Elong/Disp-Elongation when slippage calculated separately;displacement when combined elongation/slippage used Manuf-Using manufacturer's value for anchor bolt length,or no bolt contribution for connector-only elongation. Unless marked with*=(ASD uplift force/ASD hold-down capacity)x max strength-level elongation or displacement *-Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add-Due to longer anchor bolt length than manufacturer's value,or entire bolt length for connector-only elongation= PL/(Ab x Es); Ab-bolt cross-sectional area; Es=steel modulus=29000000 psi; L=Lb-Lh; Lb=Total bolt length shown in Storey information table; Lb=Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage-Due to vertical slippage of hold-down fasteners attached to stud(s)when not combined with elongation Pf=ASD uplift force P/number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 11.3.6);D=bolt diameter Nails: =en,from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage= 0.002 x(13%fabrication-10% in-service moisture contents)x Ls Ls=Perp.-to-grain length between fasteners subject to shrinkage,shown in Storey Information table Crush+Extra-0.04"wood crushing at compression end of wall segment plus extra displacement due to mis-cuts,gaps,etc. Total da= Elong/Disp+Slippage+Shrink+Crush+Extra Hold Defl-Horizontal deflection= h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h=wall height;b=segment length between openings;h,b values in Deflection table.For end segments from force-transfer walls,h is the average of the distance From bottom of opening to top of wall and the wall height. WARNING-At least some hold-downs do not have displacement values for the thickness of end studs selected,so additional jack studs or blocking required. *WARNING-Load per fastener exceeds maximum allowable from SDPWS Table C4.2.2D. The slippage override value in from the Hold-down settings has been used in place of the calculated slippage. 26 WoodWorks® ShearwallS 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 STORY DRIFT(flexible seismic design) Wall Actual Story Drift(in) Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 1 9.00 10.00 3.00 N<->5. 0.12 1 0.46 24.53 0.09 0.35 0.15 0.12 E<->W 0.28 A 1.12 28.89 0.21 0.85 0.37 0.28 2 9.00 9.50 2.85 N<->S 0.10 1 0.42 25.09 0.07 0.29 0.15 0.10 E<->w 0.25 A 0.98 25.67 0.19 0.77 0.34 0.27 ASCE 7 Eqn. 12.8-15:dx=dxe x Cd i le Deflection amplification factor Cd from Table 12.2-1 =(E-W),4.0(N-S) Importance factor le=1.00 Legend: Max dxe-Largest deflection for any shearline on level in this direction;refer to Deflections table Line-Shearline with largest deflection on level in this direction hsx-Story height in ASCE Table 12.12-1=Height of walls plus joist depth between this level and the one above. Max dx-Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe-Deflection et the center of mass of this level;from interpolating deflections at adjacent shearines. C of M dx-Amplified deflection at center of mass using Eqn 12.8-15.Does not include differences between top and bottom diaphragm deflection. Delta a=Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio- Proportion of allowable story drift experienced,on this level in this direction. 27 • WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 1 28