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17610 82ND DR NE_BLD20120056_2026
Q� BUILDING INSPECTION REPORT G41Y pA Permit No. 12--005(0 116 f" Address: 1 -71010 $Z-nd 0k, 9�lriV G11Vp� Contractor: F,(V bf'2, Owner: E(\Core, Date: L4 - 13 — 1 Z APPROVAL EP PARTIAL APPROVAL ® VIOLATION ffo CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before to ik� 1% Inspector: Date: 12— ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage insulation ® Other: BUILDING INSPECTION REPORT GA:c Y o, Permit No. I Z-'Ob5 1p �crf Address: _l (.p [U 8 Z-"d Dr tfNc� �U Contractor: Owner: E(\C,a(e— Date: q--1(— (Z APPROVAL ® PARTIAL APPROVAL EP VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: . Date: - Ell Under-floor > Framing 33,Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork "Mechanical ® Grid ® Struct. Slab ® Wood Stove )a' ough-in ® Final ® Masonry ®Drainage ® Insulation ® Other: lay' �r6 P/11 BUILDING INSPECTION REPORT 04+7 , Permit No. /2Address: 74 ld �ZC/� ZU Contractor: Owner: EifJGO,�' Date: ?3//z ® APPROVAL PARTIAL APPROVAL ® VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before N Inspector: Date: ® Under-floor ® Framing ® Gas Piping Footing ® Drywall, nailing ® Consultation 0 Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation 0 Other: BUILDING/INSPECTION REPORT _�►Y o f Permit No. Address: 7+ o Contractor: L rN G�� Owner: �/��,E' Date: APPROVAL ED PARTIAL APPROVAL VIOLATION ED CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: ® Under-floor ® Framing ® Gas Piping in g Footing ® DrywaII, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork I ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other:----- 1 Duct hating Calculator (New Con-,.,ruction) House address or lot Conditioned Floor i Area: - - Duct tester location. 3072— Pressure tap location: Ring (if applica le): open -__ ,------- ---. - —At Rough-in (Total Leakage) Test Method & EC Calculated Standard' 7 arget Air Handler Present 06 X a M. <_ 6 CFM.S per 100 sf of CFA - - Air Handler not Present < 4 CFM25 per 100 sf of CFA Oa x Post Construction Test Method & Test, Calculated Standard CFM I Target Air Handler Present (Total Leakage) s 8 CFM,5 per 100 sf of CFA - Air Handier Present (Leakage to Exterlo ) s 6 CFM -- 06 X Cra. < M zs per 100 sf of CFA 1. Test results must comply with one of the Standards options 2. Test CFM25 must be equal to or less than the calculated target Air Leakage testing Calculator (Blower Door Test) Tested Standard Calculated Test Result CFMy,; ((JgeO CFM5o X 0 055; =30_7-Z- CF,", X 144)) = SLA 0.00030 SLA ( 1 1080 ye) civ.aed ny 44236g IAq57 SLA -spOO Glossary Rough-ln: After installation of the complete a r dis(nbuhon y,tem bot netore ,ntit,7u. t,on o! nsu,-t.or. and shoe; :, . , :,.t;ows for access to all duct seams and connections for re-evaluation of -Pa+ integrity o ,tandard r not met r.;,t•a tes,, Post Construction: At or near final inspection The home n'mu,; be compietr, eno:,gn to pre„„ ,;,• u,e nnwo tc Total Leakage: Aggregation of the entire ,yst ms duct ir,akage x,, a duct :e<r Leakageto Exterior: Aggregation of all duct < stem leaks to the exter:o .)i the ouc: CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascals of prr,s rP CFM50: Cubic feet per minute of air leakage at 50 p.+,cain of Pascal(pa): Unit of pressure sLA: Specific leakage area 1 Property Address: Conditioned Floor Area 2g Z . Date �(o Builder or registered design professional: L Signature: n' --�— R-Value Ceiling: Vaulted R- Floors Over unconditioned space R- Attic R- Slab on grade floor R- Walls: Above grade R- Doors R- Below,int. R- R Below,ext. R- R U-PacloaandSHGC NFRC rating(or) Windows U- SHGC- Default rating(chapter 10w2Ec 2009) Skylights U- SHGC- Chapar 9 Option(# Total Chpt 9 Cnd(dt Hraattng,Cooling A D#xuUle Hot Nate S•stern T Ellldeuy Heatin Coolin DI lW Dater A Bnllft Air UAI of All ducts&HVAC in conditioned space (yes/no) insulation R- Test Method: _Total leakage _Leakage to exterior_Air handler present Test Target CFM@25Pa Test Result CFM@25Pa Building air leakage target:SLA<0.00030-Tested leakage:SLA= Onsite Rauwable Enesgy Ekcbic PO—Sy— 'U-System type: Rated annual generation Kwh CITY CIF ARLINGTON 238 N. OLYMPIC AVE. -ARLINGTON, WA. 98223 PHONE: (360)403-3421 BUILDING PERMIT Address: 17610 82ND DR NE,ARLINGTON Permit#:IILD20120056 Parcel#: 01047900004000 Valuation:$346,000.00 OVVNLR APPLICANT CON TRACTOR ENCORE HOMES,INC ENCORE HOMES,INC ENCORE HOMES,INC KEITH IIOYER KEITH HOYER KEFFH HOYER 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith n encorehomesinc com keith@encorehomesinc.com Lie#:ENCORFII914NS Exp: 8/10/2013 FLUMBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING ENCORE HOMES,INC 5917 195TH ST NE 3 KEITH HOYER Arlington,WA 98223 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 Lie#:soundvp0033nf Exp:6/13/2013 Lie#:ENCORHI914NS Exp:8/10/2013 JOB DESCRIPTION SFR-Magnolia Meadows,Division 2,Phase 1,Lot 40 Plumbing Mechanical PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 1 OCC GROUP: R-3 CODE: 2009 IRC OCC LOAD: n/a PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 1 10/IRC 1 10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded 77 of Ar gton 43101. 1 w Signature Print Name t Date Releas By at F—JARCHIVE APPLICANT ASSESSOR OTHER BLD20120056 CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE'ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tail piece. • See additional requirements on job copy redlined plans. PEIMMIT FEES Date Description Fee Amount Paid Balance Due 2/6/2012 Plumbing Permit Fee $217.00 $0.00 $217.00 2/6/2012 Mechanical Permit Fee $110.00 $0.00 $110.00 2/6/2012 Building Permit Fee(QTY: 1) $3,038.88 $0.00 $3,038.88 2/6/2012 Building Plan Check Fee(QTY: 1) $1,975.27 $0.00 $1,975.27 2/6/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $5,345.65 $0.00 $5,345.65 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None BL020120056 (P'I'-LIVE) - Permit l _3-z-3x by Bitco Software Page 1 of 1 BUILDING PERMIT L— \ CONTRACTOR: ENCORE HOMES, INC-HOY... PERMIT#: BLD20120056 ADDRESS: 17610 82ND E>F� NE,ARLINGTON STATUS:APPLIED ' ISSUED: ` BALANCE: $0.00 ' SCREENS: Select Scram@n CREATED:2/3/2012 FUNCTIONS: Select Permit Function... S N GLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW REVI_ DESCRIPTION AS GNE...!DUE DATE SUMMARY LAST (# 1002 P-Engineering I LPET-ER 2/10/2012 1 IREQ' DO.. ASSIGN REMOVE 2000 C-Building I CYOUIVG 2/10/2012 0 Y N Assign Remove 0 Y N Assign Remove D � http://coaweb2.arlington.local/PermitTrax/A4odule Permits/Permits—Permit/Permit—Review... 2/3/?0t) RESIDENTIAL PE RMIT _ SUBMITTAL City of Arlington • 238 N Olympic Ave- ®gApartonenof 9822mmpunity De ve/apment hone (360) 403 3551 • FAX (360)403 3418 APPLICATION MUST BE ACCOMPANIED B THIS APPLICATION TO BE USED FOR ONE q/VD TWO DWELLING UNITS RESIDENT/AL STRUCTURES. Y ACCURATE, FULLY DIMENSIONED PLOT PL TWO 2 SETS,q"VS AND ONE OF CONSTRUCTION DRAWINGS, TWO(2) THIS adding plumbing). (1) CROSS CONNECT/ON CONTROL SURVEY(if TYPE OF PERMIT: ED Residential Addition 43 Residential Alteration Also Including: Plumbing � '- � .� � >- � Mechanical -Project Address: ;" , ` Parcel ID#: 0104790000 gJ00 Lot#: U Subdivision: Magnolia Meadows Project Description New Single Family Residence Owner' Encore Homes,Inc. Valuation: Address: 1801 Grove St.unit B City; arysville Phone Number: (360)6 59-1579 M Contact Person: Keith Hoyer State: W� Zip Code: 98270 Cell Phone: (425)220s223 Fax: (360)659_3394 Phone Number: (360)659-1579 Address: same as owner City E-mail: keith@encorehomesinc.com st State: Zip Code: Building Area(Sq Ft): 1 Floor: 1437 2°d Floor: 1635 Deck: 3rd floor: Garage/Carport: 785 Project Valuation: Basement: Contractor: Encore Homes,Inc Address: 1801 Grove St.Unit B City: Marysville Phone Number: (360)659-1579 Contractor's License Number: ENCORHI914NS State: WA Zip Code: 98270 Plumbing Contractor Soundview Plumbing Expiration: 8113 Address: 5917 195th St.N.E.3 Phone Number: (360)658-99005917 City: Arlington Contractor's License Number: SoundVP033NF State: W� Zip Code: 98223 Mechanical Contractor: Expiration: Address: City; Phone Number: Contractor's License Number: State: Zip Code: Expiration: I hereby ebed property that the an ve information is laws, ules that the construction on, and the occupancy an g� and regulation of the State of Washington. Rfi%I E&bove- Appli nts Signature 9/26/11 FEB 0 1 7�1? Keith Hoyer Date Print Applicants Name COA Engineering Dept (�tb LO I ZC00, FOR STAFF USE ONLY Permit# Accepted By Receipt# Date Received i` �� t: t RESIDENTIAL PERMIT s, SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360) 403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (including Rough-ins) Total Fixture Plumbing Fixtures Accessory Main Unit#X Total Number Fixtures Dwelling Unit Residence Multiplier Units Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 4 X 1.0 = 4 Shower(Stand Alone)Each Head 1 X 2.0 = 2 Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 35 Units Traps(other than above items) Column Totals 16 Estimated Project Valuation Building Square Footage �� Z 1st Floor 1437 2Id Floor 1635 3rd Floor Basement Deck Garage 785 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture: 12' feet above meter or feet below meter D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the abov information is correct and that the construction on, and the occupancy and the use of the above- described property wil be in 6cordance with the laws,rules and regulation of the State of Washington. 9/26/11 Ap Ir nts Signature Date 8 i ii RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: ❑✓ Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies(WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: 0 New Residential ® Addition/Alteration Project Description:New Single Family Residence Project Address: (-�/o kO g Z Parcel ID#: 0104790000�O 00 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA Zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com same as owner Address: City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System Livestock Drinking Tanks Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool.) ❑ Other Authorized Signature: Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: DCVA ❑ RPBA AVB ❑ Other Inspection Required: YES NO RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Community Development Single Family Residence Building Permit Supplemental Checklist 1. F-1 Plat name, if applicable. 2. Vicinity map. 3. Zoning of property. 4. Front, rear, and side yard setbacks. 5. Garage setbacks. NOTE: All residential driveways taking access from a public road (not including alleys) shall be a minimum of 22 feet in length. 6. Building height. 7. A break down of lot coverage by building. 8. F] All critical areas, if applicable, with designated setbacks and buffers. 9. Two (2) shade trees per lot are required for Residential Low/Moderate Density, Residential Moderate Density, and Old Town zoning. (20.76.124) a.) If street trees are present, or are required to be installed as part of the building permit, said street trees may count toward one of the trees required. b.) At least one of the required trees shall be planted near the rear property line of the lot. c.) Non street trees shall be native species, have a minimum 2 inch diameter breast height, and attain a minimum height of 25 feet at maturity. 10 3072 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 Please use this checklist to ensure that all necessary information is provided for review of your project. ✓� One (1) completed Single Family Residential Building Permits Application Two (2) accurate fully dimensioned plot plans Two (2) sets of construction drawings Two (2) sets of engineered drawings and calculations (If required) Health Department approval of septic system Verification of Water and Sewer Availability from City of Marysville (if applicable) APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 1 i ��� Y r-' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) 8. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 ' RESIDENTIAL PERMIT ' SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑✓ SITE PLAN — REQUIRED WITH ALL SUBMITTALS 1. Two (2) complete sets of plans on 8.5"X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. ❑✓ FOUNDATION PLAN (Minimum '/4" Scale) 1. Show north direction 2. Indicate front street (and side street if corner lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 10 Retaining walls. 11 Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note! Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. ❑✓ FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 r RESIDENTIAL PERMIT � SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Note! The 2009 International Residential Code requires smoke detectors at each level of the home and in all rooms that can be used for sleeping. All smoke alarms shall be listed and installed in accordance with the IRC and provisions of NFPA72. D. ❑✓ ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum '/4" Scale) t. Show a typical roof section with all materials labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections 2. Show a typical foundation and floor section with all material labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections. 3. Show a typical wall section with all materials labeled; indicate size and spacing of all members and insulation values. 4. Show all connection details, including post-beam, post-footing, collar tie, etc. 5. Provide the dimensions for all stairs, with details showing rise, run, headroom and handrails per Section R311 of 2006 International Residential Code. Guards require intermediate rails to be less than 4" apart; handrails are to be 34" to 38" from nose of the tread and to be returned. Show any fire blocking, landing sizes. Specify one-hour fire resistive construction for any usable space under the stairs. 6. Show a section detail for any fireplace, including the hearth and hearth extension. Include dimensions, materials, clearance from combustibles, height above roof, reinforcing, seismic anchorage and foundation details. E. ❑✓ STRUCTURAL NOTES 1. Specify all design load values, including dead, live snow, wind, lateral retaining wall pressures and soil bearing values. 2. Specify minimum design concrete strength, concrete sack mix and reinforcing bar grade. 3. Specify the grade and species of all framing lumber. 4. Specify the combination symbol (strength) of all GLU-LAM beams. 5. Specify all metal connectors, including joist hangers, clips, post caps, post bases, etc. 6. Provide details showing the complete load path transfer at roof perimeter, interior shear walls, cantilevered floors, off-set shear walls and ceiling diaphragm to shear walls (if used). 7. Provide a shear wall schedule noting nail spacing, blocking, bolts, top and bottom plat nailing. 8. Locate all hold down straps on the drawings. IF ✓❑ STRUCTURAL CALCULATIONS 1 Provide two (2) sets of structural calculations if prepared by an engineer or architect registered with the State of Washington. (Not required if using Prescriptive Design Approach from the IRC/IBC.) G. [J✓ ELEVATIONS 1. Show elevations views of each side of the structure; provide finished floor level for each floor 2. Show existing and proposed grades. 3. Show the maximum building height. 4. Show the maximum site slope. 5. Show all roof overhangs and any chimney clearances from the roof. 4 - i I RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360) 403 3551 • FAX(360)403 3418 6. Indicate the pitch of the roof. H. DOORS & WINDOWS i. Show size and type of all doors. 2. Show the door size, type and closure device for doors between the garage and dwelling. 3. Show all window sizes and openable areas. 4. Show all sleeping room egress window locations, sill heights, methods of opening, dimension of openable area and clear open space. 5. Show size and type of all skylights. I. ❑✓ WASHINGTON STATE ENERGY CODE 1. Provide one (1) copy of the WSEC &VIAQ Residential Prescriptive Compliance Form. 2. Show the insulation R values on the floor plan drawings and glazing class of all windows and skylights. 5 7 RESIDENTIAL PERMIT r SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 •FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a co Olete submittal. l Signature: Date: 9/26/11 Owne wner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) SETS OF SPECIFICATION SHEETS AND TWO(2)SETS OF WASHINGTON STATE ENERGY CODE(if applicable). Project Valuation: Project Address: 1-1 b� r� /I O �� A)i f�r Parcel ID#: 0104790000~`�00 Lot#: 40 Subdivision: Magnolia Meadows Project Description: New Single Family Residence Owner. Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contact Person:Keith Hoyer Phone Number: (360)559-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Please List quantity of fixtures below: FURNACE UP TO 100K BTU CLOTHES DRYER 3 GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE SUSPENDED HTR/UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR SOLID-FUEL APPLIANCE BOILER UP TO 4-15 HP AIR HANDLING UP TO 10K CFM FIREPLACE INSERT BOILER UP TO 16-30 HP AIR HANDLING OVER 10K CFM VENTILATION SYSTEM HEAT PUMP �— VENTILATION FANS OTHER f VENT HOOD DOMESTIC INCINERATOR ALL OTHER UNITS FREESTANDING STOVE Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: wA Zip Code: 98270 Contractor's License Number: Expiration:213 1 hereby certify that the above,,information is correct and that the construction on, and the occupancy and ove- described property will be in 6cordance with the laws,rules and regulation of the State of Washington. 9/26/11 FEB 01 2012 �411cants Signature Date COA Engineering Dept, Keith Hoyer +{��j � �^I�� Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt Date Received 2010 CJY � • P1 RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 - FAX(360)403 3418 Use this checklist to ensure that all necessary information is provided for review of your project. Please be advised that the 2009 WA State Energy Code is now the current code used to review your submittal. Requirements for Submittal (Complete for Change-Out only * ): ❑✓ Completed residential mechanical permit application* Q Mechanical Appliance cut sheets* 0✓ Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx ❑✓ Appliance location and distribution details, including gas piping info Required Inspections/Tests: ❑ Rough-in mechanical and Gas pressure piping Duct Leakage Test by a Qualified Technician (see exceptions) ❑✓ Building Air Leakage Test (new construction only) Exception 1: Duct testing is not required if the air handler and all ducts are located within the conditioned space. Exception 2: Duct testing is not required if the furnace is a nondirect vent type combustion appliance and is installed in unconditioned space with a maximum of six feet connected ductwork in the unconditioned space. 24-hour notice of Request for Inspection Call the 24-hour inspection line at 360-435-0674 APPLICATIONS ARE CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. ;r_ 1 1 Permit Review Details Permit: ZON20120026 1002 Complete? N Total Time: 0 1014 Complete? Y .02/0312012 MHAYES 10 No comment for this review. Y Total Time: 10 1020 Complete? Y 02/03/2012 FRAPELYEA 5 No comments Y Total Time: 5 1026 Complete? Y 02/06/2012 RSHEPARD 0 no issues Y Total Time: 0 1028 Complete? Y 02/06/2012 EANDERSON 10 Replace the brass fitting on the tail peace. Y Total Time: 10 1032 Complete? N Total Time: 0 2000 Complete? Y 02/06/2012 CYOUNG 0 Eaves cannot exceed 23-inches along 5 feet back line or no eave vents are allowed. Y Total Time: 0 2012 Complete? Y 02/03/2012 BBLAKE 5 No Critical area setback required y Total Time: 5 Total Reviews: 8 Total Time: 30 2/7/2012 11:31:39 AM �i�rv+ I Page 1 of 1 J ZON20120026 (PT-LIVE) - PermitTrax by Bitco Sftware Page 1 of 1 T �Vm- O DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120026 < OWNER: ENCORE HOMES, INC- HOYER, KEI... STATUS: APPLIED ' `. ADDRESS: 17610 82ND DR NE,ARLINGTON BALANCE: $0.00 4 ISSUED: CREATED: 2/3/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... GENERAL-BLD REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION JASSIGNE... DUE DATE LAST (#) REDO... ASSIGN_REMOVE 1002 P-Engineering I LPETER... 2/8/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 2/8/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 2/8/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 2/8/2012 0 Y N Assign Remove 1028 P-Water EANDER... 2/8/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 2/8/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 2/8/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 2/8/2012 0 Y N Assign Remove 04 http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 2/3/2012 14� RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: 9/26/11 Address: 1801 Grove St.Unit B Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes, Inc. Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: ✓a a. Single-family dwelling ✓[ b. Duplex [a c.Addition Q d.Accessory structure 2. Proposed Dimensions: W) L) H) <35' Total SF) Zy�Z 3. Allowed Lot Coverage: Total Lot Size 250-1 SF x 35% = 2913 SF 4. Actual Lot Coverage: (SF of all structures) (lot size) = Lv % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12" diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New Single Family Residence OFFICIAL USE ONLY PROPERTY ZONED APPROVED _E-1 DENIED_ DATE INT RECEIVED FEB 01 2012 COA Engineering Dept. Site Information: 17610 62"d Dr. N.E. Arlington, WA Parcel #:01047900004000 Unit Size: 8,507 S.F N Legal: Magnolia Meadows, Div1, Phase 2 Lot 40 Job #: 0 ft. 12 ft. 20 ft. 40 ft. Plan: t� Impervious Surface: 82"d Dr. N.E. House w/O.H.: Sq. Ft. Driveway/Walkway: Sq. Ft. Total: Sq. Ft. Notes: 1. Downspouts to plat system 1' p , 2. Stockpile to be covered within 24 hours. C/F-- 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. N 6. Armored Construction Entrance. 7. Parking pad concrete /driveway gravel ataaouoO Ped Setback Notes: 6uiNaed Front Setback 20' oi;ed 5' Driveway length 22' Side / Rear Setback 5' �� a6eaeD Ht. 35' aeO-£ No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O ® ~ (true corner closer to road) Cfl N N Z10£ LOT 4® 8,507 SQ. FT. O11Bd P,A0 20' PDE RECEIVED FEB 01 2012 N C O.A Engineering Dept. ,,®h'7�I LMuP 103.20� Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer d y H 00 rxi-1 Cxi'J � C) O oN r+ o z o rD (D o > N > � (D o O � ;� �' � z N 00[ n O N o y1--4 �, -A � � m 00 x r) zIt 1-4 � O n ° z z `° z d > Z o r > o � d d z C� z � y z > r) nNcd r w � d x 5 n 'T7 N ° � oCl > �. z Q 7 REED & ASSOCIATES, PS Civil & Structural Engineering t. 8311-212th St SW Edmonds, WA 98026 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR: Encore Homes Inc RECEIVED Plan 3072 FEB 0 1 101Z by Robert Petermeyer COA Engineering Dept. 2� Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County 2009 IBC NOT VALID WITHOUT A WET SKGNATURE JOB # 11-162 Date Eng # Desc. 5/10/2011 Qing 2 Original Calculatlon �E� S 0 z S ECG\ L EXPIRES 5-27-/2 WENDELL E. REED, PE, C�P.CEIV 'SEP 27 2011 COA PERMIT CENTER B b0-,�D I 16 1 top- i Lateral Analysis ISC 2009 R&A Job#: 11-162 Description: Plan 3072 Engineer: Qing Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria f3041 Roof I Walfs E!!E!E1n ive Load (psi) 25 Dead Load (psi 15 10 1 10 C 10 1603.1.4 Wind Design Criteria [3041 I. Basic Wind Speed 85 mph F 1609[320) 2. Wind Importance Factor lw 1.00 ASCE 7 T 6-1 I77) 3. Wind Exposure Category "B" 1609.4[325] 4. Internal Pressure Coefficient +/-55 ASCE 7 F 6-5 j47J 5. Components and Cladding design pressure +/-10 psf ASCE 7 6.4.2.1.1[241 1603.1.5 Earthquake Design Data (3051 1. Seismic Importance Factor Is 1.00 ASCE 7 T 11.5-1(116) 2. Short Period Acceleration Ss 1.25 F1613.5(1)[348) 2. 1-Second Accelleration S, 0.4 F1613.5(2)f350) 3. Site Class D T1613.5.2[3411 4. Spectral response coefficient Sos 0.83 EQ 16-36/381340-2J 4. Spectral response coefficient SDI 0.43 EQ 16-37139[340-2] 5. Seismic Design Category D T1613.5.6(1)and(2)1343J 6. Seis. Force Resisting System A,13. ASCE 7 T 12.2-1[120J 7. Design Base Shear 10613 lbs 8. Seismic Response Coefficient C5 0.13 ASCE 7 EQ 12.8-2[129] 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-11120] 10. Analysis Procedure used Simplified ASCE 712.14[135) Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6•0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 I Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4[231 Basic Wind Speed 85 mph 1609.3[319), F1609[320J Wind Exposure Category B 1609.4[325J Wind importance Factor 1.00 ASCE 7 T 1-1[3]&T 6-1177J Height&Exposure Adjustment = 1.00 ASCE 7 F 6-2[40) Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26), F 6-4[45) Wind Pressures ASCE 7 6.4.2.1124 P.=A Kn 1 ps3o ASCE 7 EQ 6-1124) Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1[24) zones A, B, C, & D all equal 10 psf,while zones E, F, G, & H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.5 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2[22] Zone Pressures (A)(I ,)(ps3o)ASCE 7 F 6-2 f381 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H tOH GOH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8.57 2 4.04 2.75 3.19 2.19 -0.08 4.45 0.87 -2.94 -1.41 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2(37] End zone distance, 2a,where"a"equals the smaller of 10 percent of least horizontal dimension (l.h.d.)or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D F x- Z (p sx'X). x= A Diaphragm (x= 2) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C p a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a (ft)= 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 Fxmin= 7390 Diaphragm (x= 1) Frontto Rear Side to Side Lh.d. (ft) = 45 A B I C--F D A B C D a (ft) = 4.5 Areas 162 0 243 0 162 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4060 Fx= 5619 Fxm,n= 5140 Version 7.0 Pg 1.1 i Seismic Design IBC 2009 'Site Clasification Criteria Selection & Minimum Design Lateral Force Occupancy Category II ASCE 7T 1-1 j31 Seismic Importance Factor Is 1.00 ASCE 7 T 11.5-1 j116) Seismic Design Category D T1613.5.6(1)and(2)[343] Site Class D Ti613.5.2[341] Short Period Acceleration Ss 1.25 F1613.5(1)[348] 1-Second Acceleration S, 0.4 F1613.5(2)j350) Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[120] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)j341) Site Coeffiecient, Fv 1.6 T1613.5.3(2)j341) Substitute equations 16-36 & 16-37 into 16-38& 16-39 respectively, 2 S DS= 3 F a'S s SDS= 0.83 EQ 16-36138 j340-2) 2 S DI - 3'F V'S 1 SD1= 0.43 EQ 16-37139 j340-2) Simplified analysis Seismic base shear ASCE 7 12 14 8[1411 V=(F SD5/R)W Where: F=1.1 for(2)-story ASCE 7EQ 12.14-11[141] Vertical Distribution Forces at each level ASCE 7 12 14 8[141) Fx= (`^ram)V Fx= 0.141 x% ASCE 7 EQ 12.14-12 j141) Effective seismic weight& Forces lbs at Level x roof area(ft� floor area(ft� story height(n) wall Ierglh ft) Diaphragm (x=2} (� ,N 2368 0 8.1 171 x Fx 59$6 weight(Ibs) 35520 I 0 6926 22446 roof area(ft) floor area(ft) dory nei h ft) wall I©nglh'ft ) Diaphragm{x=1) 474 1719 8.1 ( 182 , wx Fx= 5443 weight(Ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 I I I I I Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.1[451] Structures using wood shear walls and diaphragms to resist 2305.1 1466] wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605 3 2 M For worse case effect with wind load, L & S shall be zero. 1605.1[308] Equations 16-17, 16-18, & 16-19 become, D +MW Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2 j309] D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.1[308] Equation 16-21 controls, 0.9 D+ E/1.4 ,substitute ASCE 7 EQ 12.4-1 for E (PQE - 0.2S IDS D) 0.9 D + ,1.4 simplify&arrange variables �0.9 -0.14 SDS} D + P QE 1.4 Where QE equals F,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, l.3 Fx For Kzt: 1.00 Front to Rear Side to Side bia hragm Force Ibs Force(lbs x=2 . 6819 9607 x= 1 6199 6682 Seismic Design Loads, (p/1.4) F, p= 1.3 ASCE 712.3.4.2[126] Diaphragm Force(ibs) x=2 5558 x=1 5054 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont Sum the moments about the base of a shearwall, overturning shall reslst, (v•w)-h - �D—w + P•w for wind 3 2 (v•w)•h - (0.9 -0.14 S DS) D•2 + P. for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h =height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D NxV h 0. Sum MOMM Version 7.0 Pg 3.2 1 I .: Level o� Segment Tributary loads Wind Seismic Wall Line (x) �G O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Ss max 1 2 F-R Wind Sells VD(x+1)[Ibs] 7.50 8.1 2 2 77 -139 VD(x)[Ibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)[Ibs] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2305 max 67 TmAx(x)[Ibs] 208 12 2 2 F-R Wind Sells VD(x+1)]Ibs] ? VD(x)jibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)pbs] 3 2 FIR Wind Sells VD(x+1)[Ibs] 5.80 8.1 2 2 305 68 VD(x)[Ibs] 3409.41 2779.17 3.80 8.1 2 2 379 155 88 VT(x)[Ibs] 3409.41 2779.17 24.00 8.1 2 2 -372 -720 L 33.60 33.60 V 101 83 IBC 2306 max 88 TMAx(x)jibs] 379 165 4 12 F-R Wind Sells VD(X+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Pg 4.1 M Level oc Segment Wall fine Tributary loads Wind Seismic �o'�` (x) O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) me ls ax 1 1 F-R Wind Se]s VD(x+1)[Ibs] 3409.41 2779.17 2H. 20%." 7.50 8.1 869 208 338 12 VD(X)(Ibs] 1611.83 1010.86 7.00 8.1 882 208 354 12 VT(X)[Ibs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 V 134 101 IBC 2306 max Tmax(X)[Ibs] 882 354 2 1 1 1 F-R Wind Sells VD(x+1)[Ibs] % 50%. 7.60 8.1 1 1 89 -94 VD(X)[Ibs] 3099.67 2527.15 13.00 8.1 1 1 -79 -289 VT(x)[Ibs] 3099.67 2527.15 24.00 8.1 1 1 -414 -679 L 44.50 44.50 V 70 57 [BC 2305 max TmAx(x)ilbs] 89 3 1 F-R Wind Se[s VD(x+1)[Ibs]- 3409.41 2779.17 24%; [ir30?lo) ' 48.00 8.1 1 1 -504 379 -1111 155 VD(X)[Ibs] 1487.84 1516.29 VT(x)[Ibs] 4897.25 4296.46 L 48.00 48.00 V 102 89 IBC 2306 max TMAx(x)[Ibs] 4 1 F-R Wind Sells VD(X+1)[Ibs] % VD(x)[Ibs] VT(X)[Ibs] L V IBC 2305 max TmAx(x)[Ibs] Version 7.0 Pg 4.2 Level ocrMd7thHelght Segment Tributary loads Wind Seismic Wall Line (x) �`� wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S Wind Seis VD(x+1)[Ibs] 4.50 8.1 2 2 245 -133 % i 22;%0 ' ';,22% 4.50 8.1 2 2 245 -133 VD(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 VT(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 L 24.00 24.00 3.00 8.1 2 2 301 -68 69 �j --1 V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 p .00 8.1 2 2 301 -68 69 TMAX(X)(Ibs] 301 B 2 S-S Wind Seis VD(x+1)[Ibs] % 50% ` 50%' 7.80 8.1 2 2 861 152 VD(x)[Ibs] 4803.6 2779.17 8.00 8.1 2 2 853 143 VT(x)[Ibs] 4803.5 2779.17 11.00 8.1 2 2 742 .13 L 26.80 26.80 U r E V 179 104 IBC 2305 max Tmm(x)[Ibs] 861 152 C 2 S-S Wind Sels VD(x+1)[Ibs] 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[Ibs] 2689.96 1556.34 12.80 8.1 2 2 _ -113 -520 L 32.80 32.80 6.00 8.1 2 2 140 -226 V 82 47 IBC 2306 max Tmm(x)[Ibs] 140 D 2 S-S Wind Sels VD(x+1)[Ibs] VD(x)[Ibs] VT(X)[Ibs] L V IBC 2305 max Tmm(x)[Ibs] Version 7.0 Page5.1 i Wall Llne Level oc Segment Tributary loads Wind Seismic x( ) �c'�` O�� Width Height wr wra wf jwfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 S-S Wind Sells VD(x+1)[Ibs] 2113.54 1222.83 % :`.',23:% 32% . 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4.00 8.1 6 1j 1604 301 846 169 VT(x)[Ibs] 3650.4 2840.21 3.00 8.1 6 1 1651 301 901 226 L 17.00 17.00 3.00 8.1 2 2 1627 301 873 226 V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2305 max 226 T.. TmAx(x)[Ibs] 1651 9901 g 1 S-S Wind Sells VD(x+T)[Ibs] 4803.5 2779.17 % 509/0 50%c`` 10.00 8.1 1 1 3527 86.1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 1 1 35 22 861 1588 152 VT(x)[Ibs] 8144.5 5306.32 L 20.50 20.50 S W.2, V 397 259 IBC 2305 max TT--2, TmAX(x)[Ibs] 3527 1606 C 1 S-S Wind Seis VD(x+1)[Ibs] 2689.96 1556:34 % 27%- 18% 7.00 8.1 1247 140 355 VD(x)(Ibs] 1804.14 909.775 7.00 8.1 1247 140 355 VT(x)[Ibs] 4494.1 2466.11 3.50 8.1 1 1 1303 140 421 119 L 24.00 24.00. 6.50 8.1 1 1 1212 140 314 5Vj-I V 187 103 IBC 2306 max 119 -rrl TMAx(x)[Ibs] 1303 421 D 1 I S-S Wind Sells VD(X+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.2 Shear wall Summary Sheetin Re m'ts Shear Transfer Overturning Values Wind Seis Max Wind Seismic Wind Seismic 1 -2nd 58 67 1 i 1 81 66 2-2nd f 3-2nd 72 88 1 , 1 101 83 4-2nd A-2nd 63 69 1 I 1 88 51 S-2nd 128 104 1 ' 2 179 104 C-2nd 59 47 1 1 82 47 D-2nd 1 - 1st 96 101 1 1 134 101 2- 1st 50 57 1 I 1 70 57 3- 1st 73 89 1 1 102 89 4- 1st A- 1st 153 226 1 2 215 167 1651 B-1st 284 259 2 I 6 397 259 3527 1606 C - 1st 134 119 1 2 187 103 1303 D- 1st SWA SW-2 SW-3 SW-4 SW-5 SW-6 Sheathing :r,226 -397 _ Y ?I?*I t{ w' fi1t t ? w:y (plfl Shear Flow 226. -3 ' , (ply Shear Transfer Connectors - CD = 1.6, Hem-Fir Connector Z(Ibs) 16d Nails 195.2 Ibs 2005NDS T1 IN[97] 10.4 5.9 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plo 162 lbs 2005NDST11N[97] ).0 0.0 0.0 a..a Simpson A35 Clip 510 Ibs Simpson C-20091162] 27.1 115.4 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 Ibs Simpson C-2009[1561 22.0 12.5 0.0 0.0 0.0 0.0 Simpson DTC Clip 125 Ibs Simpson C-2009[136] 6.6 3.8 0.0 0.0 0.0 1 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T11E[86] 50.1 1 28.5 0.0 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11E[85] 73.1 1 41.6 0.0 0.0 0.0 T 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS Ti1E[85] 90.9 51.7 0.0 0.0 0.0 0.0 Page&1 i i f i ,., l2oaF R FLowe WALL} DAD s t 5 I¢sr- C)i5An a to PS G�3D =aO rS1" L,vr==a5 PsF ,LN E =A-vP3r r., T G c t2oo� t2��/f►r.iG-1 C. 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I I ►� V LoN7. upl-E a r-uonw- F-1e ;,tij6r -T,15` 77,S 31 Fwt tr iv .00 590 tear_ E L-5 - u &so F FIAAA- r 1,.1 W d � e=- w M_s4i r� �L.mmv� Fi24M ie.1 Cs� 1 U. L-�� jJI �5 A-nvv� tall' l�q 436 'r,\IA f= lfl ®, P-00vt &I 60 2 Fcwt. %JV44.t_ Edge I -- Fl.wv V-Lovr2 Id tea 490 M "o% �Lea�2 T@ i�.C7 , L.= I z.S' I I:L"i2 53.5' I i f j � 1 it V�lrz= cis +2,5) PsF x Z4! = 9d6tv PuF r VIAW _ l O PS F x C�, $ i,1 1, 2 i�JF I� c= �i..ev,•G Lc�41�z L c o.+40 x _ w IiVs _ 144.5PC.P x c S/,a)'A Luj ��;z)' ui VI;r 14-SPLFx (— Vz)'A (— "6112), F'L/r— r 0 fO TA-L L s A-D -_ GI► RC o fi l(z +30 +l 2 R 'l- 12 R =160o pvF 1 u5E IeXA.� FTGr w/ f )— 44- WALL \A/w IDPsF X G 8,1�+23,1'a alb` 2 PVF- �oar2 Lt�4D Utl� = G l� -!•-�O� 1"S�X C d 2�5�—9-I�� -�'j,� PLC W-r 16 z r.. •- 'tom4 i :�r fd i•_ `.fin in.so IDS Y' i s►�-ram,�yz ca,`c�, r✓'d a,-• � I t►JGr_ VJ F f l O -1-4-0 Ps-F�: --,c. !tag $00 i~'v IL f., F6fl'ti it 14-5 fit. .ye- (� ►z aC ( fix » 1'? �' (V C. 'U, ®oTihlGft Si �� c w �rr �, l3s�r� '�.deowsF t:v !�a LLSr-- !2OX 4.1' F'rGr v-// i!1 („r rsr y4xL3.s"'+zn5' )cz-7s" r'S75D47 i�?r D� I' I l I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 560004 Ueer.KW-08=3.Vw5.8.0,1-Dec-2003 General Timber Beam Page 1 4 1983.2003 ENERCALC Engineering Sdtware 11-162.9cw Calcirahons Description 1 (RXN) General Information Section Name 3.125x10.5 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 10.500In Right Cantilever ft Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 pal Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 202.50#/ft LL 337,50 #Ift Left Cantllever DL #/ft LL #Ift Right Cantilever DL #/ft LL #/ft Summary - --- - - - -- -- Beam Design OK Span=12.00ft,Beam Width=3.125in x Depth=10.51n,Ends are Pln-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 k-ft Maximum Shear"1.5 4.2 k Allowable 13.2 k-ft Allowable 9.1 k Max.Positive Moment 9.72 k-ft at 6.000 ft Shear: @ Left 3.24.k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.24 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support C.00 k-ft @ Center 0.261 In Max.M allow 13.21 Reactions... @ Right 0.000 in fb 2,031.28 psi fv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections ® Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 in 0.000 In ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5 D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.261 In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 20.711 Le 0.000 ft Sxx 57.422 in3 Area 32.813 162 Cv, 1.000 Rb 0.000 Cl 3239.999 Mg2x-IVoment Sxx Redd Allowablefb @ Center 9.72 k-ft 42.26 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psl Shear Analysis @ Left Support @ Right Support Design Shear 4.16 k 4.16 k Area Required 15,073 in2 15.073 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.24 k Bearing Length Req'd 1-595 in Max.Right Reaction 3.24 k Bearing Length Req'd 1.595 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov; 66000< I Uaer KW-0603003,Ver&B.0,1-Deo•2003 General Timber Beam Page 1 f (c)i98i4003 ENERCALC Er2ireerin0 Sofhwaro 11-162.ecwCelalallans Description 2 (RXN) General Information 1 Section Name 3.125x12 Center Span 17.00ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1,150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin FcAllow 650.0psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 17.000 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #M LL @ Right #/ft End Loc 17.000 ft Summary I Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.in,Ends are Pin-Pin Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear"1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7.208 ft Shear @ Left 2.72 k Max,Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Rlght Support 0.00 k-ft @ Center 0.3141n Max.M allow 17.25 Reactions,.. @ Right 0.000 In fib 1,423.82 psi fv 91.03 psi Left DL 1.02 k Max 2.72 k - Fb 2,760.00 psi Fv 276.00 psi Right DL 0.51 k Max 1.36 k Deflections Center Span... Qead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.2091n -0.558 in Deflection 0.000 in 0.000 In ,..Location 8.160ft 8.160ft ,..Length/Defl 0.0 0.0 ...Length/Deft 975.3 365.72 Right Cantilever... Camber(using 1.5*D.L.DO)... Deflection 0,000 In 0.000 In @ Center 0.314In ...Length/Defl 0.0 0.0 @ Left 0,000In @ Right 0.000 In Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 in2 Cv 1,000 Rb 0.000 CI 2719.999 Max Moment Sxx Req'd Allowable(b @ Center 8.90 k-ft 38.69 In3 2,760.00 psi @ Left Support 0,00 k-ft 0.00 10 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysls @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 in2 7.322 In2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 in Title: Job# Dsgar. Date: 12:14PM, 10 MAY 11 Description. Scope: %V: 580004 u3er:Kw-08o3803,vor5.0.0,1-Deo-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Enplrwenng Softwere 11.182.ecw Celculattone Description 3 (RXN) - General Information Section Name 5.125x37.5 Center Span 45.00 ft Lu 0.00 ft Beam Width 5.1251n Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 37.500 in Right Cantilever ft . . .. ,Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fa Pillow 650.0 psi E 1,800.0 ksi Full Length uniform Loads Center DL 15.00#/ft LL 25-00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #tft LL @ Right 25.00 #/ft End Loc 24.500 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 24.500 ft DL @ Right 90.00 #/ft LL @ Right 150.00 #/ft End Loc 33.000 ft #3 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 33.000 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 45.000 ft Polnt Loads r ccm�a �ar�awm, Dead Load 1,215.0lbs 1.020.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 2,025.0 lbs 1,700.0 Ibs ibs Ibs Ibs Ibs Ibs ...distance 24.500 ft 33.000 ft 0.000 It 0.000 ft 01000 ft 0.000 ft 0.000 ft Summary Beam Deslgn'OK Span=45.00ft,Beam Width=5.1251n x Depth=37.5in,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear 1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0,00 k-ft @ Center 0.407 in Max.M allow 228.43 Reactions... @ Right 0.0001n tb 889.23 psi fv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 2,282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.271 in -0.724 In Deflection 0.000 in 0.000 in ...Location 23,580 ft 23.580 ft ..,Length/Deft 0.0 0.0 ...Length/Deft 1,989.2 745.96 Right Cantilever... Camber(using 1.6 D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.4071n ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope one'' 580004Pa e 2 User..KW-0809G03 Ver5.9.0.1-0ec-20M General Timber Beam g (01993-2003 ENEf�CALC Enpinsednp Solhwra 17-1S2scwCalculaUons Description 3 (RXN) Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 In2 Cv 0.827 Rb 0.000 Cl 4618.221 Max Moment Sxx Rec'd Allowable tb @ Center 89.01 k-ft 468.05 In3 2,282.05 psi Left Support 0.00 k-ft 0.00 In3 2,282.05 psi Right Support 0.00 k-ft 0.00 In3 2,282.05 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 9.60 k Area Required 23.752 In2 34.782 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ supports Max.Left Reaction 4.62 k Bearing Length Req'd 1.385 in Max,Right Reaction 6.64 k Bearing Length Req'd 1.995 In 7 r Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: .Rev. 58ocoa -- User'xW 06C3603,Ver 5.8.0,1-Dea2003 General Timber Beam Page 1 (a)1983.2003 ENERCALC Engineering Sottware 11-182,amCelculeUon6 Description 4 General Information Section Name 4x10 Center Span 6.00 ft . ,...Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load bur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300,0 ksi Full Length Uniform Loads Center DL 360.00#/ft ILL 600.00 #M Left Cantilever DL #/ft ILL #/ft Right Cantilever DL #/ft LL #/ft Summary ---- - - - - ----- Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.860 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 3.2 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 4.32 k-ft at 3.000 ft Shear. Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.88 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft Center 0.0521n Max M allow 5.02 Reactions.., Ca3 Right 0.000 In tb 1,038.64 pal fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.50 psi Fv 196.50 psi Right DL 1.08 k Max 2.88 k Deflections Conter Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0351n -0,093 in Deflection 0.000 in 0.000 In ...Location 3.000 f: 3,000 ft ,,.Length/Deft 0.0 0.0 ...Length/Deft 2,058.3 771.86 Fight Can0lever... Camber(using 1.5"D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.052 in ,..Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Cales Bending Analysis M Ck 29.150 Le 0.000 ft Sxx 49,911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 2879.999 Max Moment Sxx Read Allo+r:abbe fo @ Center 4.32 k-ft 42,93 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 pal Shear Analysis @ Left Support aQ Right Support Design Shear 3.21 k 3.21 k Area Required 16.440 In2 16.440 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 2,88 k Bearing Length Req'd 1.317 in Max.Right Reaction 2.88 k Bearing Length Req'd 1.317 in i I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev: 880004 - - 1, KW060Ci803,ver5.8.0.1-oec•2003 Page 1 p t�1983-2003ENERCALCEnglneeringSoftwaro General Timber Beam 1'-1t?2,ecw_Ca'cclell^n5 Description 4A General Information Section Name 4x8 Center Span 4.00 ft .,Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 7.250 in Right Cantilever It Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 875.0 psl Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 360.00#/it LL 600.00 Wit Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.574 ; 1 Maximum Moment 1.9 k-ft Maximum Shear" 1.5 2.0 k Allowable 3.3 k-ft Allowable 5.0 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear: @ Leff 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.0221n Max.M allow 3.34 Reactions... @ Right 0.0001n fb 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.72 k Max 1.92 k Deflections Center Span... Dead Load Iota'UL19ad Left Cantilever... Dead Load To'al Load Deflection -0.014 in -0.038 in Deflection 0,000 in 0.000 In ...Location 2.000 ft 2,000 ft ...Length/Deft 0.0 0,0 ...Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0,000 in Stress Caics Bending Analysis Ck 29,150 Le 0.000 ft Sxx 30.661 In3 Area 25.375 In2 Cf 1.300 Rb 0.000 CI 1919.999 Max Momenl Sxx Req'd Allowable Lb o•Center 1.92 k-ft 17.61 In3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 IQ 1,308.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 2.03 k Area Required 10.371 In2 10.371 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.878 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.878 In `� f I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: .Rev: 580004 -- llaor,KW'0603603. General Timber Beam Page (c)1983.2003 CNERCALC Engineering Softwaro 11-1 t32.ecw:Cel c4latfana Description 5 General Information Section Name 6.125x13.6 Center Span 16.00 ft .... .Lu 0.00 ft Beam Width 5.125 In Left Cantilever ft . ....Lu 0.00 ft Beam Depth 13.500 In Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pln-Pin Fe Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 151.00#Ift LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=5.1251n x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0•443 : 1 Maximum Moment 13.8 k-ft Maximum Shear* 1.5 4.5 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 ft Shear: Left 3.45 k Max.Negative Moment 0.00k-ft at 18.000 ft @ Right 3.45k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000 in Max @ Right Support 0.00 k-ft @ Center 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 1,063.16 psi fv 64.59 psi Left DL 1.21 k Max 3.45 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.21 k Max 3.45 k Deflections Center Span... Dead Load Total Lead Left Cantilever... Dead Load Total Loa Deflection -0.118 In -0.336 in Deflection 0.000 In 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.5 D.L.Deft)... Defection 0.000 in 0.000 in @ Center 0.177 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69,188 in2 Cv 1.000 Rb 0.000 Cl 3447.999 Max Moment SxY Req'd Allowob'e fb @ Center 13.79 k-ft 68.98 In3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 10 2,400.00 psi @ Right Support 0.00 k-ft 0,00 in3 2,400.00 psi ShearAnalysls @ Left Support @ Right Support Design Shear 4.47 k 4.47 k Area Required 18.619 In2 18.619 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing c@ Supports Max.Left Reaction 3.45 k Searing Length Req'd 1.035 in Max.Right Reaction 3.45 k Bearing Length Req'd 1.035 in i r Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: ev: 580004 Ueer•KW-4803003 Ver5. 0.1-Dec•2003 General Timber Beam Page 1 (c)s903 2003 ENEfiCALC Enghooeing Software 11-182 ecwCelculaUona Description 6 General Information Section Name 5.126x13.5 Center Span 19.00ft ...Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . ..Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft ...Lu 0.00 ft Member Type GiuLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pln-Pin Fe Allow 650.0 psi E 1,800.0 ksl [Full Length Uniform Loads Center DL 40.00#/ft LL Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ITrapezoldal Loads #1 DL @Left 60.00 #/ft LL Lek 240.00 #Ift Start Loc 0.000 ft DL @Right 60.00 #/ft LL�Right 240,00 #/ft End Loc 11.000 ft #2 DL @ Left 75.00 #/ft LL @ Left 300.00 #/ft Start Lac 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 Wft End Lac 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Wldth=5.1251n x Depth=13.51n,Ends are Pln-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear" 1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max,Positive Moment 16.57 k-ft at 9.880 ft Shear. @ Left 3.36 k Max.Negative Moment. -0.00 Wt ...at--19.000 ft @ Right •3.70k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.246 in Max.M allow 31,08 Reactions... @ Right 0.000in fb 1,276.99 psi fv 70,72 psi Left DL 0.98 k Max 3.36 k Fb 2.395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 k Deflections --- Center Span... Dead Load Total Load Loft Cantilever... Dead Load Total Load Deflection -0.164 in -0.571 In Deflection 0.000 in 0.000 In ...Location 9,576 ft 9.576 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.246 In ...Length/Deft 0.0 0.0 @ Left 0,000 In @ Right 0.000 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: • ov: 4 Raer 6W0043603 Ver6.8.0,1-0Dee Genera[ Timber Beam Page 2 (c)1983.2003 ENNACALC Engineering Software 11-182.eow:Calculatlona Description 6 Stress Calm Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69.188 in2 Cv 0.998 Rb 0.000 Cl 3358.314 Max Moment Sxx Req'd Ilo Ig f� @ Center 16.57 k-ft 82.98 In3 2,395.76 psi @ Left Support 0.00 k-ft 0.00 in3 2,395.76 psi Right Support 0.00 k-ft 0.00 1n3 2,395.76 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.49 k 4.89 k Area Required 18.716 in2 20.388 in2 Fv:Allowable 240.00 psi 240.00 pal Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Req'd 1.008 in Max.Right Reaction 3.70 k Bearing Length Req'd 1.112 In 4 i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev. 580004 Uear.KW-OBC3803,Vor5.60.1-Deo-2003 Genera[ Timber Beam Page 1 (c!1 S 73-2003 ENERCALC Engineering Software 11.182.ocw Calalelbna Description 7 General information Section Name 4x10 Center Span 6.00 ft . ....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 88.00#/ft LL 28.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoldal Loads #1 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 5,000 ft Point Loads Dead Load 720.0Ibs 720.0lbs Ibs Ibs Ibs Ibs �Ibs� Live Load 1,200.0 The 1,200.0lbs Ibs Ibs Ibs Ibs lbs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=5.00ft, Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio "b.361 : 1 Maximum Moment 1.6 k-ft Maximum Shear* 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.58 k-ft at 2.080 ft Shear. @ Left 2.74 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 2.74 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000 in Max @ Right Support 0.00 k-ft @ Center 0.0181n Max.M allow 4.37 Reactions... @ Right 0.000 In fb 378.73 psi fv 11.62 psi Left DL 1.14 k Max 2.74 k Flo 1,050_00 psi Fv 170.00 psi Right DL 1.14 k Max 2.74 k Deflections Center Span... Dead_'Loa d Total Load Left Cantllever... Dead Load Total Load Deflection -0.012 In -0.027 in Deflection 0.000 In 0.000 In ...Location 2.480 ft 2.480 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,953.7 2,243.91 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.D00 In 0.000 In @ Center 0.0181n ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 580004 User:KW-0603603,Ver5.6.0,1-Deo-2003 General Timber Beam Page 2 (o)1963-2003 GN[RCALC�rginearing 6DNafe 11-162 ecwCalculadons Description 7 Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 2737.040 Max Moment Sxx Req'd Allowable fb Center 1.58 k-ft 18.00 in3 1,050.00 psi (�Left Support 0.00 k-ft 0.00 In3 1,050.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support Right Support Design Shear 0.23 k 0.38 k Area Required 1.349 In2 2.213 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 in Max.Right Reaction 2.74 k Bearing Length Req'd 1.252 In • .1 I •x Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rov: 580004 - -- - Um,KMOSO 903.VerSAO,1-Dec-2003 General Timber Beam Page 1 (c)1903-2003 ENERCALC Engineering SolNvaro 11-162.eow:Caloulelfons p1 Description S111 General Information Section Name 3.126x10.6 Center Span 11.50 ft ... . .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.600 In Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 660.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 175.50#/ft LL 37&00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.6011,Beam Width=3.125in x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.797 : 1 Maximum Moment 9.2 k-ft Maximum Shear 1.5 4.0 k Allowable 11.5 k-ft Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 ft Shear: @ Left 3.18 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.18 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.191 In Max.M allow 11.48 Reactions... @ Right 0.000 In ft) 1,912.17 psi fv 123.38 psi Left DL 1.01 k Max 3.18 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.01 k Max 3.18 k Deflections Center Span... Dead Load Tot_ Load Left Cantilever... Dead Load fetal Load Deflection -0.1271n -0.401 In Deflection 0.000 in 0.000 in ...Location 5.750 It 5.750 ft ...Length/Defl 0-0 0.0 ...Length/Deft 1,084.3 343.80 Right Cantilever... Camber t using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.191 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 In3 Area 32.813 In2 Cv 1.000 Rb 0.000 Cl 3182.624 Max Moment Sxx_ReSfd towable fb @ Center 9.15 k-ft 45.75 In3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 In3 2.400.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 In2 16.668 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.18 k Bearing Length Req'd 1.567 in Max.Right Reaction 3.18 k Bearing Length Req'd 1.567 In Title, Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description; Scope Rev. User..KW-0603603.Ver5.8.0.i-Dea2003 General Timber Beam Page 1 (c)1963-2003 ENERCALc WtrtewlrQ Software 11-162.ecw;CalculOons Description 9 General Information A'Ct!'3ll:GG�.v.'��'�A ?!'�315�:.srr.•�,e-..,cif Section Name 4x10 Center Span 8 30ft Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 kai Full Length Uniform Loads Center DL 171.00#/ft LL 290.00 Wft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft SummaryBeam Design OK Span=8.30ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0,909 : 1 Maximum Moment 4.0 k-ft Maximum Shear*1.5 2.3 k Allowable A.4 k-ft Allowable 6.5 k Max.Positive Moment 3.97 k-ft at 4.150 ft Shear: @ Left 1.91 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.091 In Max.M allow 4.37 Reactions... @ Right 0.000 in fb 954.44 psi fv 72.33 psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi Right DL C.71 k Max 1.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Loa Deflection -0.061 In -0.164 in Deflection 0.000 in 0.000 In ,..Location 4.150 ft 4.150 ft ...Length/Deft 0.0 0.0 ...Length/Deft 11636.9 607.20 Right Cantilever... Camber{using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.091 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Caics Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1913.149 Max Moment Sxx Req'd Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.775 in2 13.775 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.91 k Bearing Length Req'd 0.875 in Max.Right Reaction 1.91 k Bearing Length Req'd 0.875 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: .Rev: 580004 Usar.KW0603603,Ver5.8.0.1-0ea2003 General Timber Beam Page 1 (c)19834003 ENERCALC Engineering Sotlwaro 11-182 ewrCalculatiors Description 10 General Information Section Name 2-2x10 Center Span 6.00 ft .. ...Lu 0.00 ft Beam Width 3.O001n Left Cantilever ft .....LU 0.00 ft Beam Depth 9.2501n Right Cantilever ft ... ..Lu 0.00 ft Member Type Sawn Douglas Flr-Larch,No,2 Fb Base Allow 900.0 psi Load bur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #lit Trapezoidal Loads #1 DL @ Left 298.00 #/ft LL @ Left 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 #/ft LL @ Right 378.00 #/ft End Loc 4.400 ft #2 DL Q Left 15.00 *It LL @ Left 25.00 #/ft Start Loc 4,400 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Lac 6.000 ft Summary Beam Design OK Span,6.00ft,Beam Width w-3.000in x Depth=9.25in,Ends are Pln-PIn Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 k-ft Maximum Shear 1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max.Positive Moment 2.83 k-ft at 2,808 ft Shear. Q Lef`. 2.01 k Max.Negative Moment, 0.00 k-ft at 0.000 ft @ Rlg}1t - -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0371n Max.M allow 3.53 Reactions... @ Right 0,000 in fb 793.19 psi fv 79.05 psi Left DL 0.88 k Max 2.01 k Fb 990.00 psi Fv 180.00 psi Right DL 0.55 k Max 1.27 k Leflections Center Span,.. Dead Load Total Load Left Cantilever.. Deed Loa o 1 Load Deflection -0.0251n -0.056 In Deflection 0.000 in 0.000 In ...Location 2.928 ft 2,928 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,926.3 1,275,38 Right Cantilever... Camber(using 1.5*D.L.Dell)... Deflection 0.000 In 0.000 In @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In V I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope •Rer 580004 User:KW-0803803 Vat68.0,1•Dea2009 General Timber Beam Page 2 ( +3 3 ENEf�CALC Engineering SoMrere 11-182.ecv,Cekuladons Description 10 Stress Caics Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 ln3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 2012.319 Max Moment Sxx Reo'd Allowable fb @ Center 2.83 k-ft _34.28 In3 990.00 psi @ Leff Support 0.00 k-ft 0.00 In3 990.00 psi @ Right Support 0.00 k-ft 0.00 In3 990.00 PSI Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 1.81 k Area Required 12.187 in2 10.039 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1.073 in Max.Right Reaction 1.27 k Bearing Length Req'd' 0.675 in i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Rev saooc4 - Page 1 Uear:kW-O60?.tiO3,VeLC Er,i aering 03 General Timber Beam(c)1983-20C31NERCALC Erpineoring Software 11.182.oawCalculaUons Description 11 General Information Section Name 5.125x22.5 Center Span 21.50ft . ..Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 22.600 In Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base AIIow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pln Fe Allow 650.0psi E 1,800.0 ksl Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 1.200 ft DL @ Right 112.50 #/ft LL @ Right 187.60 #/ft End Loc 2.700 ft #2 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 4.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Loc 7.700 ft #3 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 9.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Loc 12.700 ft #4 DL @ Left 75.00 #/ft LL @ Left 125A0 #/ft Start Loc 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Loc 21,500 ft Point Loads -� Dead Load 2,094.0 I s 113,O0 Ibbss 113.O lbs =373 Ibs 113.0 Ibs 143.019s 143.01bs Live Load 3,158.0 Ibs 188.0lbs 168.0lbs 188.0lbs 188.0lbs 238.0 Ibs 238.O1bs ...distance 1,200 it 7,700 ft 2.700 ft 4.700 ft 9.700 ft 12.700 ft 14.700ft Summary Beam Design OK Span=21.50ft,Beam Width=5.125in x Depth=22.51n,Ends are Pin-Pin Max Stress Ratio 0,701 : 1 Maximum Moment 56.8 k-ft Maximum Shear's 1.5 12.6 k Allowable 81.0 k-ft Allowable 27.7 k Max.Positive Moment 66.82 k-ft at 10.406 ft Shear. @ Left 14.65 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.90 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.285in Max.M allow 61.02 Reactions... @ Right 0,0001n fb 1,576.74 psi fv 109.13 psi Left DL 5.33 k Max 14.65 k Fb 2.248.48 psi Fv 240.00 psi Right DL 3.44 k Max 9.90 k Deflections Center Span... Dead Load Tota'Load Left Cantilever... Dead Load Total Load Deflection -0.190 in -0.543 in Deflection 0.000 In 0.000 in ...Location 10.578 ft 10.664 It ...Length/Deft 0.0 0.0 ...Length/Defl 1,355.6 474.98 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0,000 in @ Center 0.285 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In i � Tltie: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: ` Rev: SBOoon - — Page 2 User.KW-OWM3,Ver5.8.0,1•Dec:-2003 General Timber Beam (c)19 13-20M ENERCALC EnGineering Software '1-"2.eOW..CO1cU1 Ong 1 Description 11 rStresCs Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.422 In3 Area 116.313 In2 Cv 0,937 Rb 0.000 Cl ####.#" Max Moment SicReq'd Allowable fb @ Center 56.82 k-ft 303.23 In3 2,248.48 psi @ Left Support 0.00 Vt 0.00 in3 2,248.48 psi @ Right Support 0.00 k-ft 0.00 In3 2,248.48 psi ShearAnalysls @ Left Support @ Right Support Design Shear 12.10 k 12.58 k Area Required 60.406 in2 52.435 in2 Fv:Allowable 240,00 psi 240.00 psi Bearing @ Supports Max,Left Reaction 14.65 k Bearing Length Req'd 4.398 In Max.Right Reaction 9.90 k Bearing length Req'd 2.973 In 1 h I Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 580004 -- Ueer.KW.0603603 Vor5.8.0,1-Dec-= General Timber Beam Page 1 (c)1983-2003 ENEACALC Engineoring Sonwere 11-762.ocw:Cewlatlon5 Description 12 General Information Section Name 3.125x12 Center Span 16.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000In Right Cantilever ft . . ..Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2.400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pln-Pln Fc Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 112.50#/ft LL 187,50�#/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=3.125in x Depth-12.(n,Ends are Pin-Pin Max Stress Ratio 0.557 : 1 Maximum Moment 9.6 k-ft Maximum Shear* 1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.60 k-ft at 8.000 It Shear. @ Left 2.40 k Max,Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40 It Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.307in Max.M allow 17.25 Reactions... @ Right 0.000 in fb 1,636.00 psi fv 84,48 psi Left DL 0.90 k Max 2.40k Fb 21760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2.40 k Deflections Center Span... Dead Load Total.Load Left Cantllever... Deado Total Loa Deflection -0.205In -0.546In Deflection 0.000 In 0.000 In ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5"D.L.Dafl)... Deflection 0:000 In 0.000 In @ Center 0.307 In ...Length/Dafl 0,0 0.0 @ Left 0,000 in @ Right 0,000 in Stress Calcs - -- - -- - - --- - --- Bending Analysis Ck 20,711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx Req'd Allowabla tb @ Center 9.60 k-ft 41.74 In3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.17 k 3.17 k Area Required 11.478 in2 11.478 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.40 k Bearing Length Req'd 1.182 In Max.Right Reaction 2.40 It Bearing Length Req'd 1.182 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: User.KWO6o3G03.Ver5.8.0.1-Dec-2003 General Timber Beam Page 1 (c)1983 2003 ENERCALC Engineering Scftwara 11-t 62.^,wCalc lal!cns 7 7 +ffi11i[a7RsscRt��lf�� Description 13 General Information Section Name 4x10 Center Span 17.00 ft .,...Lu 0.00 ft Beam Width 3.500in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9,250In Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1.360.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #Ift Summary Beam Design OK Span=17.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.559 ; 1 Maximum Moment 4.3 k-ft Maximum Shear* 1.5 1.4 k Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.500 ft Shear: @ Left 1.02 k Max.Negative Moment 0.00 k-ft at 0,000 It @ Right 1.02 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.3431n Max.M allow 7.75 Reactions,.. @ Right 0.000 in fb 1,042.26 psi fv 43.10 psi Left DL 0.38 k Max 1.02k Fb 1.863.00 psi Fv 195.50 psi Right DL 0.38 k Max 1.02 k Deflections �_- Center Span... Dead Load Ltal Load Left Cantilever... Dead Load Total Load Deflection -0.2291n -0.611 In Deflection 0.000 In 0.000 in ...Location 8.500 ft 8.500 ft ...Length/Defl 0.0 0.0 ...Length/Deft 891.0 334.13 Right Cantilever... Camber(using 1.5"D.L.Defl)... ' Deflection 0.000 in 0.000 in @ Center 0.343 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs _ � ��� ts� Bending Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0,000 Cl 1020.000 Max Moment Sm Read Allowable fb @ Center 4.33 k-ft 27.92 In3 1.863.00 psi @ Left Support 0.00 k-ft 0.00 In3 1.863.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,663.00 psi Shear Analysis @ Left Support C Right Support Design Shear 1.40 k 1,40 k Area Required 7.137 In2 7.137 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.02 k Bearing Length Req'd 0.466 in Max.Right Reaction 1.02 k Bearing Length Req'd 0.466 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 690004 User Kw-0603603,Vers.e.o,l-0 mber Beam General Ti Page 1 (c)1963.2003 ENERCALC Enpinoerinq SoRwero 11-i82aawCaloutetlora Description 14 General Information Sectlon Name 4x10 Center Span 6,00ft .....Lu 0.00 ft Beam Width 3.500In Left Cantilever ft . . ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . .. .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pln FcAllow 625.0psi E 1,300.0 ksi Full Length Uniform Loads Center DL 176.00#Ift LL 310.00 #Ift Left Cantilever DL #Ift LL #Ift Right Cantilever DL #Ift LL #Ift Summary - Beam Design OK Span=6.00ft;Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear*1.5 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3.000 ft Shear: Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.46 k Max @ Left Support 0.00 k-ft Camber. Left 0.000 in Max @ Right Support 0.00 k-ft Center 0.026in Max.M allow 4.37 Reactions... @ Right 0.0001n fb 525.81 psi fv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.53 k Max 1.46 k Deflectlons - 4 Center Span... Dead Load Total Load Left Cantilever... Dead Loa Total Load r Deflection -0.017In -0.047 in Deflection 0.000 In 0.000 In .,.Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Dafi 4,210.2 1,524.67 Right Cantilever... Camber(using 1.5 "D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.026In ..,Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Caics Bending Analysis - Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1467.999 Max Moment Sxx Read Allowable fb @ Center 2.19 k-ft 24.99 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.63 k 1.63 k Area Required 9.571 In2 9.571 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.46 k Bearing Length Req'd 0.667 in Max.Right Reaction 1,46 k Bearing Length Req'd 0.667 In i i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope ev Page 1 U 3-203ENE.Ver5.ENinoac.g General Timber Beam )1983 2003 ENERCALC Enginaa rg Salwara 11-182.eew.Celcuiadons Description 15 General Information oazaas�aeert2�sea�ao�mra �,� Section Name 4x8 Center Span 3,00ft ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ..Lu 0.00 ft Beam Depth 7.250 in Right Cantilever It ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.Opsi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi [_Full Length Uniform Loads Center DL 196.00#/ft LL 355.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.213 : 1 Maximum Moment 0.6 k-ft Maximum Shear* 1.5 0.7 k Allowable 2.9 k-ft Allowable 4.3 k Max.Positive,'Moment 0.62 k-ft at 1.500 ft Shear. @ Left 0,83 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.004In Max.M allow 2.91 Reactions... @ Right 0.000 In fb 242.60 psi fv 29.31 psi Left DL 0.29 k Max 0.83 k Fb 1,137.50 psi Fv 170,00 psi__ Right DL 0.29 k„ „ „Max _ 0.83 k Deflections Center Span... Dead Load Too al Lcad Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.007 in Deflection 0.000 In 0.000 In .,.Location 1.500 ft 1.500 ft ,..Length/Deft 0.0 0.0 ...Length/Dofi 14,562.4 5,180.11 Right Cantilever... Camber(using 1.5*D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.004 In ..,Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Caics -- Bending Analysis `-' Ck 31.260 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 826.500 ax MOmen! Sxx Read Allowable lb @ Center 0.62 k-ft 6.54 in3 1,137.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,137.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 4.376 In2 4.376 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 0.83 k Bearing Length Req'd 0.378 in Max.Right Reaction 0.83 k Bearing Length Req'd 0.378 in I I I �� Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rov: 580a0M1 User.KW-0603603,Ver5.a.o.1-oec-zo03 General Timber Beam Page 1 (c)1883 2CO3 EhERCAL^.Engineering Software 11-182.acw.Cs1cule1km t+ Description 16• General Information Section Name Prllm:3.5x9.25 Center Span 8.50 ft . ... ,Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ....Lu 0.00 ft Member Type Manuf/So.Plne Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Xlow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL MR. Trapezoidal Loads #1 DL @ Left 80.00 #/ft LL @ Left 320.00 #Ift Start Loc 0.000 ft DL @ Right 80.00 #/ft LL @ Right 320.00 #/ft End Lac 3.000 ft #2 DL @ Left 70.00 #/ft LL @ Left 280.00 #/ft Start Loc 3.000 ft DL @ Right 70.00 #/ft LL @ Right 280.00 #I t End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth o 9.251n,Ends are Pin-Pin Max Stress Ratio 0.562 ; 1 Maximum Moment 6.8 k-ft Maximum Shear` 1.5 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 It Shear: @ Left 3.26 k Max.Negative-Moment 0.00 k-ft at 0.000 ft @ Right 3.16 k Max cQ Left Support 0.00 k-ft Camber: @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.0571n Max.M allow 12.06 Reactions... @ Right 0,0001n fb 1,628.53 psi fv 123.65 psi Left DL 0.65 k Max 3.26k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0,038 in -0.191 in Deflection 0.000 In 0.000 in .,.Location 4.250 ft 4.260 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2.668.7 533.75 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0,000 In @ Center 0.0571n ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Roy. 580004 ' Usm..KW-OW3603 Ver6.8.0,1-Dao-2003 Genera! Timber Beam Page 2 (01903-2003 ENEACALC Engineering Software11.162.nc rCalcu At:u.� Description 16 JJJ Stress Calcs - -� Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 In3 Area 32.375 1n2 Cf 1.000 Rb 0.000 CI 3257.903 Max Moron Sm ELcLd Allowable fb @ Center 6.77 k-ft 28.03 In3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 ln2 13.496 In2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 3.26 k Bearing Length Req'd 1.432 in Max,Right Reaction 3.16 k Bearing Length Req'd 1.389 in I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 58=4 -- - - UeeeKW-0803W3,ver5.5.0,I-Dec-2003 General Timber Beam Page 1 (c)1953 2003 ENERCALC Engineering Software 11-tErl.ec v:Cal alatiors Description 17 General Information Section Name 4x10 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No,2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 115.50#/ft LL 192.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary -- Beam Design OK Span=10,00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.767 : 1 Maximum Moment 3.8 k-ft Maximum Shear"1.6 2.0 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 3.85 k-ft at 5.000 ft Shear. @ Left 1.54 k Max.Negative Moment 0.00k-ft at 10.000 ft @ Right 1.54k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.130 in Max.M allow 6.02 Reactions... @ Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54 k Fb 11207.60 psi Fv 195.50 psi Right DL 0.58 k Max 1.54 k Deflections Center Span... Dead Load Total Load Left Cantilever... De Load Total Load Deflection -0.087 in -0.231 in Deflection 0.000 in 0.000 In ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,385.7 519.65 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.130 In .,.Length/Deft 0.0 0.0 @ Left 0.000 In @ Right D.000 in Stress Calcs Bending Analysis a � Ck 29.150 Le 0.000 ft Sxx 49.911 1n3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1539.999 Max Momen Sm Read Allowable fb @ Center 3.85 k-ft 38.26 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 In2 10.020 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.54 k Bearing Length Req'd 0.704 In Max.Right Reaction 1.54 k Bearing Length Rsq'd 0.704 In Title: .lob# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope. -- Usnr.KW Q603603.Ver8.6.U.noerny Software General Timber Beam Page 1 MEN(c)1883 20e9 ENFRCALC Enfliroenn; '1-162.ecmCaloulalions �aruu. � Description 18 General Information v Section Name 4x6 Center Span 5.00 ft Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft Lu 0,00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft MemberType Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1,150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads g Center DL 94.50 0/ft LL 157.60 A/ft Left Cantilever DL #/ft ILL #/ft Right Cantilever DL #/ft LL #/ft Summary �- Beam Design OK Span=5.00ft,Beam Width=3.5001n x Depth-5.5in,Ends are Pin-Pin Max Stress Ratio 0.409 ; 1 Maximum Moment 0.6 k-ft Maximum Shear"1.5 0.8 k Allowable 1.9 k-ft Allowable 3.8 k Max.Positive Moment 0.79 k-ft at 2.500 ft Shear: @ Left 0.63 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 0.63 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000In Max @ Right Support 0.00 k-ft @ Center 0.0321n Max.M allow 1.92 Reactions... @ Right 0.000in fb 535.54 psi fv 40.45 psi Left DL 0.24 k Max 0.63 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.24 k Max 0.63 k Deflections - - LL Center Span... Dead Load? Total Load Left Cantilever... Dead Load Total load Deflection -0.021 In -0.056 in Deflection 0.000 In 0.000 In ...Location 2.500 It 2.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,848.3 1,068.11 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0,000 In @ Center 0.032 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Caics - Bending Analysis Ck 29.150 Le 0.000 ft Sxx 17.646 In3 Area 19.250 In2 Cf 1,300 Rb 0.000 Cl 630.000 Max Mgmen Sxx Read Allowable fb @ Center 0.79 k-ft 7.22 in3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 In3 1,308.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 in2 3.983 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 0.63 k Bearing Length Req'd 0.288 In Max.Right Reaction 0.63 k Bearing Length Req'd 0.288 In V I Title: Job# Dsgnr,. Date: 12:14PM, 10 MAY 11 Description: Scope: Res. 580004 User.Kw-0603603,Ver 6.8.0,1-Oec-2003 General Timber Beam Page 1 (c 1983-2003 ENERCALC Engineering Software 11-162-ocw:Celmtatlars Description 19 rGeneral Information Section Name 4x10 Center Span 4.00 ft ... ..Lu 0.00 ft Beam Width 3.500In Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 pal E 1,300.0 ksl Full Length Uniform Loads aefx��rr�� Center DL 100.00#/ft LL 400.00 #1ft Left Cantilever DL #/ft LL #1ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.229 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 ft Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left O.000in Max Q Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 4.37 Reactions.., @ Right O.000ln fb 240.43 psi fv 28.54 psi Left DL 0.20 k Max 1.00 k Fb 1,050.00 pal Fv 170.00 psi Right DL 0.20 k Max 1.00 k Leflections Center Span... Dead Load Total Load Left Cantilever... �d Load Total Load Deflection -0,002 in -0.010 In Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 25,008.4 5,001.67 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Bending Analysis Ck 31,260 Le 0.000•ft Sxx 49.911 in3 Area 32.375 1n2 Cf 1.200 Rb 0.000 CI 1000.000 Max Moment Sxx Req'd Aliowabie fb @ Center 1.00 k-ft 11.43 In3 1,060.00 psi @ Left Support .0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 1n3 1,050,00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 0.92 k Area Required 5.438 in2 5.435 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max,Left Reaction 1.00 k Bearing Length Req'd 0.457 in Max.Right Reaction 1.00 k Bearing Length Req'd 0.457 In I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope; Rov. 580004 --` - user.ICw-0803803,ver5.8.0,1-oec-zooa General Timber Beam Page 1 (c)�883 Z003 ENERCALC Enflhrearing SoOwevu 11-162.ocwColwlotlois Description 20 6 General Information Section Name 4x10 Center Span 4.00 ft Lu 0.00 It Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.260 in Right Cantilever ft .. ..Lu b.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 pal Load Dur.Factor 1.000 FvAllow 170.0psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform 1"oads _ Center DL 149.00#/ft LL 436.00 #/ft - �m Left Qantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pln-Pln Max Stress Ratio 0,268 : 1 Maximum Moment 1.2 k-ft Maximum Shear*1.5 1.1 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.17 k-ft at 2.000 ft Shear: @ Left 1.17 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 1.17 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.004 in Max.M allow 4.37 @ Reactions... Right 0.000 in lb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1.17 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.30 k Max 1.17 k Deflections Center Span.,. Dead Loa Total Load Left Cantilever... Dead Load Te±al Load Deflection -0.003 in -0.011 in Deflection 0.000 In 0.000 In ...Location 2,000 ft 2.000 It .,.Length/Defl 0.0 0.0 ...Length/Defl 16,784.1 4,274.94 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.004 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Caics Bending Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 In3 Area •32.375 In2 Cf 1.200 Rb 0.000 CI 1170.000 Max Moment Sxx Req'd Allcwable fib @ Center 1.17 k-ft 13.37 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 6.359 in2 6.359 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.17 k Bearing Length Req'd 0.535 In Max.Right Reaction 1.17 k Bearing Length Req'd 0.635 in i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev 680004 - -� Page 1 User KWo603603,Ver6.8.0,1-0DC-2003 General Timber Beam(c)1983.2003 ENERCALC Englnrin ea0 8ogvm* t'•1ti2.o w GNcu atlanc Description 21 General Information Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fe Allow 525.0 psi E 1.300.0 ksl Full Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft a _ _ Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear " 1.5 1.8 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear. @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 it @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.009in Max.M allow 4.37 Reactions... @ Right 0.000in fb 462.58 psi fv 54.91 psi Left DL 0.64 k Max 1,92 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.64 k Max 1.92 k Deflections _. Center Span... Dead_Load Total Load Left Cantilever... Qead Loac $ Total Load Deflectlon -0.006 in -0.018 in Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ..Length/Defl 0.0 0.0 ...Length/Deft 7,766.6 2,599.62 Right Cantilever... Camber(using 1.5 D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.009 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1923.999 Max Moment xx Re 'd Allowable fb @ Center 1.92 k-ft 21.99 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10.458 In2 10.458 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0,880 in Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope ' Rer. 680004 use:KW-OB03603, 'of 6.8.0,1-Dec-2o03 General Timber Beare Page 1 (a)t483.2003 ENERCALC Engineering Software 11.162.ocw.Calculations Description Floor Joist Above(2)-Car Garage General Information Section Name 2-2x10 Center Span 17.50 ft ..Lu 0.00 ft Beam Width 3.000 in Left Cantilever It ....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0 00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0ps1 Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 13.50#/ft LL 53.50 #Ift Left Cantilever DL #Ift LL #Ift Right Cantilever DL #Ift LL #Ift Summary Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pln Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear*1.5 0.8 k Allowable 4.5.k-ft Allowable 5.D k Max.Positive Moment 2.56 k-ft at 8.750 It Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0.000 It @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.1271n Max.M allow 4.51 @ Reactions... Right 0.000ln f) 719.43 psi fv 28.90 psi Left DL 0.12 k Max 0.59 k Fb 1,265.00 psi Fv 180.00 psi Right DL 0.12 k Max 0.59 k Deflections Center Span.., lead Load 'dotal Load Left Cantilever... Dead 7A Total Load Deflection -0.0851n -0.4201n Deflection 0.000 In 0,000In ...Location 8.750 ft 8.750 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,479.6 499.61 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 in 6 Center 0.127 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In [Stress Calcs _ - - - -- --- Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 In3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 586.250 Max Moment Sm Redd Allowable fb @ Center 2.56 k-ft 24.33 In3 1.265.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 4.455 in2 4.455 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0,59 k Bearing Length Req'd 0.313 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.313 in I Title: Job# Dsgnr: Date: 12:1513M, 10 MAY 11 Description; Scope: Uexr KW-080�803 /er5&0.1-Qec-2003 General Timber Beam Page 1 1 ()1893.2003 ENERCALC Engineering 5�twaro n 1 cuieNoru Description Main Floor Joist 1 General Information Section Name 2x10 Center Span 12.50 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 It Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur.Factor 1,000 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fe Allow 405.0 psi Repetitive Member E 11300.0 ksl Full Length Uniform LoadsIII - - Center DL 13.50#/ft LL 63.50 #/ft � Left Cantilever DL #/ft LL #/ft Right Cantilever DL 0/ft LL #/ft Summary Beam Design OK Span--12.50ft,Beam Width=1.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.683 : 1 Maximum Moment 1.3 k-ft Maximum Shear*1.5 0.6 k Allowable 1.9 k-ft Allowable 2.1 k Max.Positive Moment 1.31 k-ft at 6.250 it Shear. @ Le'" 0.42k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0,42 k Max @ Left Support 0.00 k-ft Camber; @ Left 0.000 in Max @ Right Support 0.00 k-ft ®Center 0.086in Max.M allow 1.92 @ Reactions... Right 0.0001n fb 734.11 psi fv 39.84 psi Left DL 0.08 k Max 0.42k Fb 1,076.26 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k Deflections - - Center Span... Dead Load To%1 Load Left Cantilever... Dead Load Total Load Deflection -0.058 in -0.286 in Deflection 0.000 In 0,000 in ...Location 6.250 ft 6.250 ft ...Length/Defi 0.0 0.0 ...Length/Defl 2,601.5 524.18 Right Cantilever... Camber(using 1.5 D.L.DO)... Deflection 0.000 in 0.000 in @ Center 0.086 In ..,Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs -- Banding Analysis Ck 31.716 Le 0.000 ft Sxx 21.391 Ina Area 13.875 In2 Cf 1.100 Rb 0.000 Cl 418.750 Mix Moment Sxx Redd Ilotvab;e tbtb @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,076.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.55 k Area Required 3.685 in2 3.685 In2 Fv:Allowable 150,00 psi 150.00 psi Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.689 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 in N CA v m C-- ? x m 3 a��� o cn' rn x m a s cn = m o m ip 0 a � ° o $ m c -wc Q �p n y m o D ^• 3 m cr m 3 m W x ZO � 1n Dyi a m r �N w (n : CD ° o m k o a' ° w \ � w � o a r ° � ° �, vi ao o r ° fQ a � '' �' ao m o � � ° Q' R C D 3 fD('� O•N 7 � O �' - fA N y T7 N T u Z 'n r .CN.. fD 7 N Q C6 � .�« © Cn L C Q.ni fA CD Q. 0 51 0 a m in tT maw cn ° $ fD `a � a '' ° � rnao� o �r �n (D oa On np `+ bN o D m Op " ,a " ski w � G7 � (�j� IDD � W0 O �� fn s = IN Cr �Cp , Cf)8, p' O N ~ w � N 7 0 N f�Jl z yf�7 N si1' O 7 O ;T 0 Zi m N �' c ss°i a oo G r o y rn , ts, DD jO Q ° = n aOm O C - .. 0 n p� p C a p p 7 7 W S CD CD 0 W W C fDO O tu z � m M 0 � m y = v g � zr CD .y� CA Q fD (a Q 7 M N N (D co G7 $ ; 3 Go C. - •° r m Nam R 8 AlFa KA d r N O k0CL OL co cn r rn OL O 0 Ca m N o � a -Q v z o0 0 �- T to R. 0 0 � N �, o D w - ;an w Qo � y C, CA � i -I o cn r N A 0 0 n Co Z m a a rn co �, co o O ���-- r N C --1 rt F n y O a O_0 00 Z o = ~ a (� z fi m W z Oo Ry m a 0 0 ° CO a y> bb> X F -� Go b� w r O s> w va x AZ ey"(n m c m o D fD m g cn m 0 cn M s N M N 0 REED & ASSOCIATES, PS Civil&Structural Engineering 8311 212th St.SW,Edmonds,WA 98026 ' Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2009 EDITION, OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS ROOF: DEAD=15 PSF FLOOR: DEAD= 10 PSF WALL: DEAD=10 PSF SNOW=25 PSF LIVE=25 PSF LIVE=40 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE f c=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED, REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR;DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x AND GREATER): DF-L#2 JOISTS/STUDS(2),: HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x—TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 112"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"TB,G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENING$ HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, WIND DESIGN CRITERIA : BASIC WIND SPEED—85 MPH IMPORTANCE, Iw= 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, IE= 1.0 Ss= 1.25 Site Class, D 51 = 0.40 SEISMIC DESIGN CAT., D Sos= 0.83 SEIS. FORCE RES. SYS, A.13. SR1 = 0.43 DESIGN BASE SHEAR= 10613 Ibs Cs=0.13 SIMPLIFIED METHOD R=6.5 SHEARWALL PER PLAN ---- —TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN 2x LEDGER (❑R ROOF TRUSS) W/ (2)-16d EA, STUD TRUSSES OR RAFTERS PARALLEL TO WALL - SHEARWALL PER PLAN SHEARWALL PER PLAN TIGHT FIT SOLID BLK'G TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN 'ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN -TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINU❑US (3)-1601 EA. STUD SOL D BLK'G W/ (3)-16d EA. STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL rl ') LOW R❑❑F SHEAR TRANSFER, TYPICAL SCALE► NTS SECTION VIEW i BOUNDARY NAILS PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE T❑P PLATE: 16d PER SW SCHEDULE CONNECTION BASE PLATE CONN. 1601 PER SW SCHEDULE BASE PLATE CONN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN ROOF DIAPHRAGM TO INTERIOR SHEARWALL SCALEi NTS SECTION VIEW i SW, PER SCHED- - 16d BASE PLATE 8of PER SW, SCHED. NAILING PER SW, SCHED, EDGE NAILING ELR, SHEATHING (3)--10d @ JOIST PER PLAN & DIAPHRAGM l 2x JOIST DOUBLE JOIST \-2x BLOCKING PER PLAN NAILED w/16d @ SHEAR WALL @ 12"O,C, STAG'D @ 24"O,C, NOTE: F❑R FLO❑R DIAPHRAGM NAILING__ SEE STRUCTURA! NETES 3 SHEARWALL PARALLEL W/FL❑OR JOIST SCALE: NTS SECTI❑N VIEW ., 1 1 SW, PER SCHED,--- 16d BASE PLATE NAILING PER SW, SCHED, 8d PER SW, SCHED, EDGE NAILING FLR, SHEATHING Zx BLK'G w/(3)-16d PER PLAN INT❑ JOIST 2x JOTS SLID BLK'G PER PLAN @ SHEARWALL N❑TEi FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 4 SHEARWALL PERPENDICULAR W/FL❑❑R J❑IST SCALES NTS SECTION VIEW FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G EDGE NAILING @ SHEAR WALL @ 24"O.C, (3)-10d @ JOIST & DIAPHRAGM 1 1 I A35 PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 100, 2x JOIST PER PLAN SHEARWALL PER PLAN NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES r5--- SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW 1.45.@ THERMAL BREAK 2X STUDS 161,01r, (HEATED AREAS ONLY) 4"CONC, SLAB COMPACT FILLJSAN 0- XX10"A.B. FER PLAN EMBED T' iUU) 6;1 Ml N (1)#4 BAR,CONTS'FROM #4 BAR HOOKED VERT. @ 46"O.G. ALIGN wl FTO (1)#4 BAR CONT. 2X6 STUDS 16"OIC 1 a"CW45 FLOOR SHEATHING 4"CONC. SLAB GLUED& NAILED COMPACT J6T. PER PLAN FIL1.i5AND F %oxxi0"A.B. PER PLAN R-30 EMaEV 7"ud3'5c3"x1l4"SaR.YqA5HER5 U INSULATION 7711 ( (1)#4 BAR,GONT.HORIZ. MIL VAPOR 5"FROM TOP OF WALL = BARRIER #4 BAR HOOKED VERT.@ 48" (1)#4 BAR CONT. TYF. 6" FON HOUSE TO 6ARA&F- i i R-a1 IN5UL. 112"GNS FLOOR SHEATHING 2*5TUDS 16.4 O/G GLUED b NAILED 7116"055 SHEAR JOIST PER PLAN 51DING PER ELV. PER PLAN R-30 EMBED i"w/3"x3"xll4" INSULATION 5GR. S'v?5HER5 FINAL GRADE d (1)#4 BAR, GONT.HORIZ. ."' b MIL 5"FROM TOP OF Wp,L�, —III .'• z — VAPOR #I4 BAR HOOKED YERT.@ 48"0.6 J I :. "`" za (1)#4 BAR GONT. 12„ � 1YP. �dUN17�rY14N �'O EXT�i�IC�R JOIST5 PER PLAN BLOCKING A5 REO, FLOOR 5HEATHING R-34 INSUL. GLUED P. NAILED 8d R.5. 1X4 G U45E i 5 w! SEAM FER PLAN (4)8d SA.END or 2X4 6USS&5 w( (4) 10d EA_END. 4X414Xb HF2 STAGGER NAILSIda CASE°L1GE r- r LMA 4z 9C#ROOFING or A35 or EPS4Z (2) }BAR CONT. ' b MIL VAPOR BARRIERT6" i �,� TYP. STRIP .FOOTING �f S I ; sw � 1 Of F-N BELOS^ I W.I.G. MA5TER BDRM I j Vaul! ' 1A ` Roll,wall orholfwall m j• h ib61 24H } yr �'J 4 S +r s © LM Ti L NORM' 0 206 v Rail wall or half wail 7a Xr s a �,l vt:v RM 9 O w 1 BED Rm:z 13F.D RM 4 SW-1 SW-1 s�N—t $Wool T� 3 va+�P F=Lmap2 P1_Af.J - �- � - - - I I PORGH O -t T-1 1 sW � sw �r i SW-a SW— t �t tIR WAIL ( ^OFf10NAL t • T-i �'•1 � � � � 1 u r .o v I hoax 1 r----------+ 1 f 1/2wMIRo6.dCo ,. 4=91 it •: � - � � Y i� _. d 31 I AACH �1 T-2 -+r 2 41 I L _ m c� t T I: - 1 1 OFF16E i Rio 1 SW-t SV�O—V . Iwo �.-1 i o� T—� ON Fr rjn,2 PLANJ 2 3 i2 dtA c t —`6i - . - - - � - I I "'o77�7 * C971'o,` 499)Dr 44Z L2)`?rt� w A K�® 6 FlDC--s7'CI . ,,.4.� -�.Itioo 5`La 1➢V -�- ' 7c0 �raua 4 0--I a.) OV1G11/¶hT��ER _ Lsl+2 w Aa S he. '.vp III iP f2)-zx(o MPRiFUY,s �F Mti«JG�r' �f L 4JC93 DF4ZLL > p N r N tQ 1 OPEN Y. 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