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HomeMy WebLinkAbout17707 82ND DR NE_BLD20120090_2026 BUILDING INSPECTION REPORT Gov Y OA Permit No. &Cb 96 (2-009 0 Address: I I7C) AJC� �rrllN c c° Contractor: n Lo rc__ Nz e i1 C Owner: I i Date: 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 r— - !�Lv✓cr�� © A6 ' S txto't' ® � s Inspector: C Date: 6 �' s ® Under-floor >4raming HLGas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ,>-Wechanical ®Grid ® Struct. Slab ® Wood Stove <Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: 01 BUILDING INSPECTION REPORT Gt�v 04 Permit No. b0 D Address: 1770-7 $2— nd r NE Contractor: eac o M Owner: E AC of& Date: APPROVAL Ep 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 Inspector: Date: �- ® Under-floor ® Framing ® Gas Piping Footing—Devi ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: y 0= 101, � c c r,, `D O > V d It > t (D v � z N � " ° N 00 ° ° d o[ d � z � x rn Z y cn H It H91 M o n O l d o z � z z d > Z 0 U � r � 9 o 0c � y Z n z a d c z � I ® r) ~ ram d d � � I rn � 0 0 o CD n r �t r w C d CD n OilN � � � o 0 z Duct testing Calculator (New Construction) 1_rA-'3 //:a- House address or lot#: i77 07 2AW 1> 2- L.1 v v Conditioned Floor Area: - 6 7 2 Duct tester location: , „v; pLc Pressure tap location: Ring (if applicable): open 1 2 3 At Rough-in (Total Leakage) Test Method & Test' Calculated Standard' CFM25 Target Air Handler Present _ CFM25 <6 CFM25 per 100 sf of CFA .06 X CFA_< Air Handler not Present 04 X CFA<_ CFM2s .4 CFM25 per 100 sf of CFA Post Construction Test Method & Test2 Calculated Standard' CFM25. Target Air Handler Present(Total Leakage) 08 X CFA<_ CFM25 5 8 CFM25 per 100 sf of CFA Air Handler Present(Leakage to Exterior) 06 X CFA S CFM25 6 CFM25 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 T esestt Calculated Test Result. So CFM (( IRO�5 CFM50 X 0.055):( fT?LFA X 144))=SLA 0.00030 SLA _ divided by 4+ = SLA SLA=•0002,3 Glossary Rough-In: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior-Aggregation of all duct system leaks to the exterior of the CFA in a duct test. CFA: Conditioned floor area - CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CFMso: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area CITY OF ARLINGTON 238 N.OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE:(360)403-3551 BUILDING PERMIT Address:17707 82ND DR NE,ARLINGTON Permit#:BLD20120090 Parcel#:01047900004500 Valuation:$350,000.00 O'WINTIR APPLICANT CONTRACTOR ENCORE HOMES,INC ENCORE HOMES,INC ENCORE HOMES,INC KEITH HOYER KEITH HOYER KEITH HOYER 1 801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith@encorehomesinc.com keith@encorehomesinc.com Lie#:ENCORBI914NS Exp:8/10/2013 PLUMBING 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 DFStRii' ON SINGLE FAMII Y RESIDENCE-MAGNOLIA MEADOWS,DMSION 1,PHASE 2,LOT 45 PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V B DWELLINGUNITS: 1 OCCGROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPIWAL 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.IBCI 10/IRC1 10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax retw-n form and coded of Arlington#3 101. /y'4-,, -g' 4 X 1 Z'_ Si lure Print Name Date Releas By Dat ARCHIVE APPLICANT ASSESSOR E-1 OTHER BLD20120090 C_OWMONS 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 SEPARATF PFRMISSION. • Replace the brass fitting on the tail piece. • See job copy plans for additional infornation. PERrlrr FEES Date Description Fee Amount Paid Balance Due 3/13/2012 Plumbing Permit Fee $217.00 $0.00 $217.00 3/13/2012 Mechanical Permit Fee $110.00 $0.00 $110.00 3/13/2012 Building Pen-nit Fee(QTY., 1) $3,067.60 $0.00 $3,067.60 3/13/2012 Building Plan Check Fee(QTY. 1) $1,993,94 $0.00 $1,993.94 3/13/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $5,393.04 $0.00 $5,393.04 CALL FOR INSPECTIONS BUILDING/INGINEERING/PARKSILMLTTIFS/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 BLD20120090 (PT-LIVE) - PermitTrax by Bitco Software � Page 1 of 1 BUILDING PERMIT 1pt* LIS ` PERMIT#: BLD20120090 �\ OWNER: ENCORE HOMES , 1 NC-HOYER, KEI... 0* ADDRESS: 17707 82ND DF2 "E,ARLINGTON STATUS:APPLIED ISSUED: BALANCE: $0.00 SCREENS: Select Scree",.. CREATED: 3/12/2012 FUNCTIONS: Select Permit Function... SItV GLE FAMILY RESIDENCE NEW REVIEWS REVI.. ! DESCRIPTION IASSIG PRINT ADD NEW SUMMARY 1002 P-Engineering I �VE.,.IDUE DATEI LAST 1 (#) REQ?)DO... ' LPETER g/19�2012 _ — —�_— ASSIGN I REMOVE 2000 C Building I CYOU fV G 3/19/2012 Y N Assign Remove N Assign Remove D v� https://coapennits.arlington.local/Per-mitTrax/A4odUle PerMits/Pern its PPrm;f/no. .. „ 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 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE,FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: ED Residential Addition ED Residential Alteration Also Including: ED Plumbing (a Mechanical L� Project Address: 0-1 9 2^1 v br, N'. � Parcel ID#: 0104790000 4�'00 1�(1� Magnolia Meadows Lot#: Subdivision: Project Description: New Single Family Residence Valuation: 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 Hover Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code- Building Area(Sq Ft): list Floor: 1437 2'Floor: 1635 3n°floor: Deck: Garage/Carport: 785 Basement: Project Valuation: Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 7801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contractor's License Number: ENCORHI914NS Expiration: 8/13 Plumbing Contractor,Soundview Plumbing Phone Number: (360)658-99005917 Address: 5917 195th St.N.E.3 City: Arlington State: WA Zip Code: 98223 Contractor's License Number: SoundVP033NF Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration I hereby certify that the abov nformabon is correct and that the construction on, and the occupancy and the use of the above- described property will a in cordance with the laws, rules and regulation of the State of Washington. 9/26/11 A cants Signature Date Keith Hover MAR 12 2012 Print Applicants Name COA Enc iineerpria FOR STAFF USE ONLY Permit# Ace ted By Amount Received Receipt# Date Received i 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 Number of Plumbing Fixtures (Including Rough Ins Plumbing Fixtures Accessory Main Unit#Total Fixture Total Number Fixtures X Dwelling Unit Residence Units Multiplier 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 Trans(other than above items) Column Totals 16 Estimated Project Valuation Building Square Footage 3072 1"t Floor 1437 2nd Floor 1635 3`d 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) hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property 77ordance with the laws,rules and regulation of the State of Washington 9/26/11 AnA li nts Signature Date 8 ' 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: p 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: ��'10�1 RJ2° �,, /l/�� Parcel lD#: 0104790000`Z 5 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 ❑ i M 3072 RESIDENTIAL PERMIT SUBMITTAL �dAzai 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 �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 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 Intemational Fuel Gas Code (IFGC) 5. 2009 International Fire Code (I FC) 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 I I 1 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 comer 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. 1o. 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 i 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 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) 1. 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. 0✓ 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 0✓ 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. 0✓ 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 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. ✓0 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 JIM& 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 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. /acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. j: Signature: Date: 9/26/11 O r/Owner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 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 Community Development Single Family Residence Building Permit Supplemental Checklist 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. 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 1 I I 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: (� r �h Parcel lD#: 010479000044o Ll Lot#: 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)659-1579 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 s VENTILATION FANS OTHER 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: s/13 I hereby certify that the above ipKrmafion is correct and that the construction on, and the occupancy and the use of the above- described property will be in a rdance with the laws, rules and regulation of the State of Washington. RECEIVE® 9/26/11 licants Signature Date MAR 12 7012 Keith Hoyer Print Applicants Name OOA Engineering Dept. tLbZ.0tA-U FOR STAFF USE ONLY Permit# Accepiedd3y Amount Received Receipt# Date Received 2010 CJY '� I RESIDENTIAL MECHANICAL PERMIT APPLICATION 4P 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* ❑✓ Mechanical Appliance cut sheets* 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: F] Rough-in mechanical and Gas pressure piping Duct Leakage Test by a Qualified Technician (see exceptions) 0 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. ZON20120043 (PT-LIVE) -PermitTrax by Bitco Software Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT #: ZON20120043 s OWNER: ENCORE HOMES, INC - HOYER, KEI... STATUS:APPLIED A.. ADDRESS: 17707 82ND DR NE,ARLINGTON BALANCE: $0.00 ` ISSUED: CREATED: 3/12/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... GENERAL-BLD REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION IASSIGNE...' DUE DATE I LAST (#) REQ?'DO... ASSIGN REMOVE :1002 P-Engineering I LPETER... 3/15/2012 0 Y N Assign Remove 1004 P-Engineering II MHAYES 3/15/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 3/15/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 3/15/2012 0 Y N Assign Remove 1028 P-Water EANDER... 3/15/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 3/15/20,12 0 Y N Assign Remove 2000 C-Building I CYOUNG 3/15/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 3/15/2012 0 Y N Assign Remove 2014 C-Planning I THALL 3/15/2012 0 Y N Assign Remove ok, https:Hcoapermits.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Rev... 3/12/2012 R ti :. I ,f ' 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. Single-family dwelling 4,0,9ex ✓❑ dition ✓[� d �Sostructure 2. Proposed Dimensions: W) L) H) <35' Total SF) 3. Allowed Lot Coverage:Total Lot Size SF x 35% = SF 4. Actual Lot Coverage: (SF of all structures) 2-'4 iz _ n � -Ll (lot size) = Z % (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 RECEIVE[ OFFICIAL USE ONLY MAR 12 2012 PROPERTY ZONED APPROVED F-1 DENIED 171 DATCQ El1gineelll 119f2Qt. Site�Mformation: Impervious Surface: 17707 82"d Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #:01047900004500 Total: Sq. Ft. Unit Size: 8,424 S.F Legal: Magnolia Meadows, Div1, Phase 2 Lot 45 Notes: Job #: 1. Downspouts to plat system Plan: 2. Stockpile to be covered within 24 hours. 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 o ft. 12 e. 20 ft. ao ft. Setback Notes: 1 Front Setback 20' Driveway length 22' Side /Rear Setback 5' Ht. 35' No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O 103.50 (true corner closer to road) N e- uj 22' Z W _ a� Q. cQ ani > ca N W a - n O7 O ._* < N o o !� _ O oNa o -4 O N CO e �Go�� BLS vo�.Z9 �o��a °�a�`ped 26'5" Mag �aP S rave Zap6 N RECEIVE® MAR 12 2012 94.52' COA Engineering Dept. LOT 45 7,o►i�2-tij2tol3 177TH St. N.E. 8;424 SQ. FT. Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer ~4'� /i � `� J I RECEIVED REED & ASSOCIATES, PS MAR 12 2012 Civil & Structural Engineering 8311-212th St SW Edmonds, WA 98026 Office(425)778-2793 Fax(425)775-2073 C��Engineering Dept. STRUCTURAL CALCULATIONS FOR: Encore Homes Inc Plan 3072 by Robert Petermeyer Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County NOT VALID WITHOUT A WET JOB # 11-762 2009 IBC SIGNATURE Date Eng # Desc. 5/10/2011 Q1ng 2 Original Calculation pELL � 1 . �4 WAS R'L 0 z � o L EXPIRES 5-27-/2 WENDELL E. REED, PE, CBRECElV 'SEP 2 7 2011 CCA PERMIT CENTER FL.od1vI! ofW - i I Lateral Analysis IBC 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 Walls I Floors Snow Partitions Live Load (pso 25 40 25 Dead Load (psfl 15 10 10 0 10 1603.1.4 Wind Design Criteria f3041 1. Basic Wind Speed 85 mph F 1609[3201 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1[77] 3. Wind Exposure Category "B" 1609.4 j325) 4. Internal Pressure Coefficient +/-55 ASCE 7 F 6-5[47) 5. Components and Cladding design pressure +/-10 psf ASCE 7 6.4.2.1.1[24) 1603.1.5 Earthquake Design Data f3051 1. Seismic Importance Factor la 1.00 ASCE 7 T 11.5-1 f116) 2. Short Period Acceleration SS 1.25 F1613.5(1)[348) 2. 1-Second Accelleration Si 0.4 F1613.5(2)f350J 3. Site Class D T1613.5.2(341) 4. Spectral response coefficient SDs 0.83 EQ 16-36/38(340-2J 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 7 712.2-1[120] 7. Design Base Shear 10613 Ibs 8. Seismic Response Coefficient CS 0.13 ASCE 7 EQ 12.8-2(129J 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-11120) 10. Analysis Procedure used Simplified ASCE 712.14[1351 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 1 Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4[231 Basic Wind Speed 85 mph 1609.3[319],F1609[320) Wind Exposure Category B 1609.4[325) Wind Importance Factor 1.00 ASCE 7 T 1-1[3]& T 6-1[77) 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[43) Wind Pressures ASCE 7 6 4 2 1 [241 p$=2,Kt I ps30 ASCE 7 EQ 6-1[24) Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.Z 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[221 Zone Pressures (J\)(I,)(ps3o)ASCE 7 F 6-2[38r 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H F-OH GOH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8. 7 2 4.04 2.75 3.19 2.19 -0.08 -4.46 0.87 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2[371 End zone distance, 2a, where"a"equals the smaller of 10 percent of least horizontal dimension (I.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 D a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a (ft)= 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 F#„i,= 7390 Diaphragm (x= 1) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 162 0 243 0 182 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 i Seismic Design !BC 2009 'Site Clasification. Criteria Selection, & Minimum Design Lateral Force Occupancy Category if ASCE?T 1-1[3] Seismic Importance Factor IE 1.00 ASCE 7 T If.5-1(116] Seismic Design Category D T1613.5.6(1)and(2)[343] Site Class D T1613.5.2(341) Short Period Acceleration Ss 1.25 F1613.5(1)[348] 1-Second Acceleration S, 0.4 F1613.5(2)[35o] 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)(341) Site Coeffiecient, Fv 1.6 T1613.5.3(2)(3411 Substitute equations 16-36 &16-37 into 16-38& 16-39 respectively, 2 S DS=3'F a'S S Sos= 0.83 EQ 16-36138(340-2] 2 S D 1 -3'F v•S 1 Sp1 = 0.43 EQ 16-37139[340-21 Simplified analysis Seismic base shear ASCE 7 12 14 8[1411 V= (F SpS/R)W Where: F=1,1 for(2)-story ASCE 7 EQ 12.14-11[141) Vertical Distribution Forces at each level ASCE 7 12.14.8(141) Fx=(wx/W)V Fx= 0.141 x% ASCE 7 EQ 12.14-121141) Effective seismic weight& Forces Ibs at Level x Diaphragm(x=2) roof area(fe) floor area(ff� story height(ft) wall length(ft) 2368 0 8.1 171 WX Fx= 5986 weight(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area(ft� — floor area(ft) story height(tt) wan ianflin(Ii} 474 1719 8.1 182 wx Fx= 5443 weight(ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 V Allowable Stress Desiqn 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[466] 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 f309) For worse case effect with wind load, L& S shall be zero. 1605.1[308] Equations 16-17, 16-18, & 16-19 become, D +row Where to equals 1.3, W equals Fx of the respective diaphragm, and 1805.3.2(309] 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 shearwails shall resist, Wind Design Loads, 1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Diaphragm Force Ibs Force Ibs x=2 6819 9607 x=1 6199 6682 Seismic Design Loads,(p11.4) FX p= 1.3 ASCE 712.3.4.2[126] Dia hra m Force Ibs x=2 5558 x= 1 5054 Version 7.0 Pg 31 i I Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of*a shearwall, overturning shall resist, (v•w)•11 - (6.w + P•W for wind 3 2 (v-w)•h - (0.9 -0.14 S DS) D'W( 2 + p'W 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 (V x lh h surf MOMOM /"heart COM w Version 7.0 Pg 3.2 J 1 1 Segment Tributary loads Wind Seismic Wall LineL(eX�I Quo O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Ss max 1 2 F-R Wind Seis VD(x+1)[Ibs] % 5010°.'=`- 50% : 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 Sels VD(x+1)[Ibs] VD(x)pbs] W VT(x)[Ibs] L V IBC 2305 max TMAx(x)[lbs] 3 2 F-R Wind Seis VD(x+1)[Ibs] % '50°0.; u`'50%` 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)]Ibs] 379 155 4 2 F-R Wind Sells VD(x+1)[Ibs] > VD(x)[Ibs] VT(x)jibs] L V IBC 2305 max TMAx(x)fibs] Version 7.0 Pg 4.1 L 1 f Level oc Segment Tributary loads Wind Seismic Wall Line x �c'`` ( ) O`` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max 1 1 F-R Wind Sells VD(x+1)[Ibs] 3409.41 2779.17 /o ,: 20/o= 7.50 8.1 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 TWX(x)[Ibs] 882 354 2 1 F-R Wind Sells VD(x+1)[Ibs] 50%:� ,s,:5., % 0WIM 7.50 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 IBC 2305 max TMAx(x)[Ibs] 89 3 1 F-R Wind Sells VD(x+1)[Ibs]- 3409.41 2779.17 % 24%; 060 ' 48.00 8.1 1 1 -504 379 -1111 155 VD(x)Ilbs] 1487.84 1516.29 VT(x)Ilbs] 4897.25 4296.46 L 48.00 48.00 ^j V 102 89 IBC 2306 max Tmx(x)[Ibs] 4 1 F-R Wind Sells VD(x+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L V IBC 2306 max TMAx(x)[Ibs] Version 7.0 Pg 4.2 �r ,� 1 c Segment Tributary loads Wind Seismic Wall Line Level �G,��a O�� Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seis max A 2 S-S Wind Seis VD(x+1)jibs] 4.50 8.1 2 2 245 -133 % 22%; ,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)[Ibsi 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 V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 3.00 8.1 2 2 301 -68 69 TMAx(x)[Ibs] 301 B 2 S-S Wind Se[s VD(x+1)[Ibs] % 50%:' 50% .. 7.80 8.1 2 2 861 152 VD(x)[Ibs] 4803.5 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 V 179 104 IBC 2305 max TMAx(x)[Ibs] 861 152 C 2 S-S Wind Seis VD(x+1)[Ibs] 28% ` 28% 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1656.34 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 t V 82 47 IBC 2305 max TMAx(X)[Ibs] 140 D 2 S-S Wind Sels VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.1 fa rr 1 Level o� Segment Tributary loads Wind Seismic Wall Line (x) O Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 S-S Wired Seis VD(x+1)[Ibs] 2113.54 1222.83 % " 23%0 32%' 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536,86 1617.38 4.00 8.1 6 1 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 s�--( V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2306 max 226 -r_ TMAx(x)[Ibsl 1651 901 B 7 S-S Wind Se[s VD(x+I)(Ibs] 4803.5 2779.17 % 50% .50%, 10.00 8.1 1 1 3527 86.1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 11 1 3512 861 1588 152 VT(x)[Ibs] 8144.5 5306.32 L 20.50 20.50 5 W-z V 397 259 IBC 2305 max "r-•2 TPAAx(X)[Ibs] 3527 1606 C 1 S-S Wind Sells VD(x+g)[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 V 187 103 IBC 2306 max 119 TMAx(x)[Ibs] 1303 421 D 1 S-S Wind Sels VD(x+1)[Ibs] VD(x)]Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.2 ,• I Shear wall Summary Sheeting Re m'ts Shear Transfer Overturning Values Wind Seis Max Wind Seismic Wind Seismic 1 -2nd 58 67 1 = 1 81 66 2-2nd 3-2nd 72 88 1 I 1 101 83 4-2nd A-2nd 63 69 1 1 88 51 B-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 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 6 397 259 3527 1606 C - 15t 134 119 1 2 187 103 1303 D 1st t SWA SW-2 SW-3 SWA SW-5 SW-6 Sheathing 226 397'i43.Tq PN =s ti ! i+ cr; (p, Shear Flow 226 (ply Shear Transfer Connectors -CD = 1.6, Hem-Fir Connector Z(Ibs) 16d Nails 195.2 lbs 2005NDS T1 IN(971 10.4 5.9 0.0 0.0 0.0 0.0 _ 16d Slant Nails (v<150plf) 162 lbs 2005NDS T11N[97] 8.6 4.9 0.0 0.0 _0.0 0.0 Simpson A35 Clip 510 lbs Simpson C-2009(164 27.1 15.4 0.0 0.0 0.0 10.0 Simpson H1 Truss Connector 416 lbs Simpson C-2009[156] 22.0 12.5 0.0 0.0 0.0 0.0 Simpson DTC Clip 125 lbs Simpson C-2009(136] 6.6 3.8 0.0 o.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T11E(a5] 50.1 1 28.5 0.0 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11E f851 73.1 1 41.6 0.0 0.0 0.01 0.0 5/8" Diameter Anchor Bolts (3x) 1712 lbs 2005NDS T11E(851 90.9 51.7 0.0 1 0.0 1 0.0 0.0 Page6.1 • p 0 Ll Vy af,.n,1r A '1 V I f UESiC-csJ 4.�.4-DSO . lt?ao�R L mO IRlA-U-y ROAD x 13 roSF ODD c toPSF Cj; i-+O %=aOPSF LiNg;25 PSF E .4orv3r- f c u 2oor- Ae4m i t4 IS � L= t2' aexf.r u? G �1 IS € P-` La+D Q IZrS 22025 7a1+5' 1010 /7oc �. L=6' &61: L 12ou� 24' 3laa bon Fu.N_ r_IPPf--:4C ArvOt- rW +n4it-!G, d), L%W F:Loove 70 iV. L=lq' >GLm01� k, GD 24r7 eh%v11� 75 300 L_5' JJ i�voG -1W 3bo ron0 a'-P,,O,a s 4-64 i} FL�er2 D?' 7 2S3 'dun-� P.-�:LOr1D 72a t2ao Sc d-' 4r5' i i 1 i f f R 11 �! aa32. QFj' 375 -r n- C. , L C fCDu� 2' 30 Sa Fu, a_ LU v c: L 210 0,..p 4.4, LOL41 ! drr 2' L'5 z5 Fuvl.. t L�:E 15 as A-,4'-r b' �!� 12ooF 7�5' Irz.S E.�7.5 1�z�Z7'y �I-,'7-► �, C_ �E TS t25 [.+Je7'-�'rZ,'7'.� t�I7=r21+S' WALL FUAd FLOOv>= 5,75 i3?,5 35o Fu,,� LE,w 1P_er7fr �' 4 S "7 S P,T LtDA-D 1215 202E i W-AD94 its IB's e' Z,'1',AY, 7- '#4,7' RD ISO 12,'1'444,7' 55 li L_ leaOF r L t20cr 3' 45 75 0. L= �' IED09 z' 3d So Pull— WALL Ft ��2 6,51 65 26 o 71 f=L17„7VC- 'r' ?U F=u a.l► lea.0 F .12 I S 25 ,4 't i UtP�,2 Fr�avz L= 77,S 31-0 PWAA- 90 Sao 7 Zp r IZ c,^ ►feuF 6,3' 4�5 isT,S u: rd Lu M LQD w � ¢' 4C7 p Ftild. ilI uc1RL�. Sal FLeu iv FuA-4. 1<LovVG & coo shoo F,4, MM"ot 1`L.®.a2 2-9-iT , I-= 12,S SIX I f � f i i i U�( - cis +2,5) PsF x 242 = 96o PcF cm Ltlr v = t o ps F ss !t9, Y t �B��tie Lcy4s�: 10-1.4Q �PSF x 6 f c Soo r-v� U... c r- w 145'Pe,1: )'A L hiz)' = t 2q PC�'P ul XOA"ritil to-rA-t- LoA- - I 17 � = 160 fi l 6 z +3 0 0 +t 2 R + 'act =168o Pc/F EDsor� 2�0 P;F- Seri. Zobo lt'SF u5 tr l2''x lc+� FT Gr W/ f-t)- 4 ¢ cot-j-r. Yr..t TF...d2 i n+� Fi�.►.1��I Ti o�i•.l IIL AL L L,0,4D a Ww .= ►oPsF x G 8,1'+6.1'J a lb-- I-VF- �=L-o®vC Lm*C• n Wl" := CIO �©c.4.r`LD�'C'i'taN Lori_ Wz r 6 z -t-6'7 S -f- 115F_ 12a A (all FTGr, Cs 9r- a p i L �,s N o 5 7 a�CJ C•''li W I i VJ�4 L L- L A-b ImP,sI C S,I'-� �I J� =16� PSI= LcAz = W t=" = t to +4-0 PST-- !fn�-t-!D' a PLt R f. aT NG�-,- LcA-L:) l4-5 an �oaT�NGfr Si �y r - � w Vl 00 ��C71��451- I..,II �A LA1 f 11-i GN'�Clc. f�tn�ti�cF-IiF�G•r St`3�,QrK' er. `— 2"'oD PST XXC3.5"�-2i?S�� X2i75�� 1�7507�-0C D� l I G Title: Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description Scope • Ror 680 OA 1Jeer:6`00"3603,Vor 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC EnptneedrV Softwaro 11-162.ecw Calcufatlons Ali;"..4a"471t.�itJ'SilifdkT Description 1 (RXN) General Information w Section Name 3.126x10.5 Center Span 12.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft ..Lu 0.00 ft Member Type Glul-am 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-Pin Fe Allow 660.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 202.50#/ft LL 337,50 #/ft Left Cantilever DL Xft LL #/ft Right Cantilever DL Nft LL #/ft Summary Beam Design OK Span=12.00ft,Beam Width=3.125in x Depth=10.51n,Ends are Pin-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 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.261 in Max.M allow 13.211 Reactions... @ Right 0.000in 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/Detl 827.1 310.16 Right Cantilever... Camber(using 1.5"D.L.DO),.. Deflectlon 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 Calcs 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 Max Moment Pxx Reci'd Aliowabke fb @ 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 psi 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 1.596 In 4 n R Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 68OX4 User.KW-OS?603,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 11-f62.ecwCelaiollons -i1R iz: Description 2(RXN) General Information I Section Name 3.125x12 Center Span 17.00 ft . .,..Lu OX ft Beam Width 3.125 in Left Cantilever A .,,.,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 Fe Allow 650,0 psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #Ift LL Left 150.00 #Ift Start Loc 0.000 ft DL @ Right #Ift LL Right #Ift End Loc 17.000 ft #2 DL @ Left 9000 #Ift LL @ Left 150.00 #Ift Start Loc 0.000 ft DL @ Right #Ift LL @ Right #Ift End Loc 17.000 ft Summary Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.1n,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 It Shear. @ Left 2.72 k Max.Negative Moment 0.00 k-ft at 0.000 It @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.3141n Max.M allow 17,25 Reactions,.. @ Right 0.0001n fb 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... [lead gAcl Total Lond Left Cantilever... Dead Load Total Lead Deflection -0.209 in -0.558 in Deflectlon 0.000 in 0.000 In ,..Location 8.160 ft 8.160 ft ,..Length/Deft 0.0 0.0 ...Length/Deft 975.3 365.72 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0,000 In 0.000 In @ Center 0.314 in ...Length/Defl 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 2719.999 Max Moment Sxx Reri'd Allowable b @ Center 8.90 k-ft 38.69 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 3.41 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 .. .. I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: User:KW-0803803,vers.9.o.1-Deo-2o03 General Timber Beam Page 1 (cJ1983.2003 ENERCALC e-nginseeng 3onware 11.182.ecw Calculations - ---- �4Rnl�6is�l@tal III Description 3 (RXN) General Information Section Name 6.125x37.6 - Center Span 45400ft Lu 0.00 ft Beam Width 5.125 In 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 pal Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #1ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #/ft 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 Point Loads Dead Load 1,215.0lbs 1,C20.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 2,025.0lbs 1,700.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 24.500 ft 33.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design'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 69.01 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 fb 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 Lcad 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 0.407 in ...Length/Defi 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ,�, I I Title: Job# Dsgnr: Date: 12;14PM, 10 MAY 11 Description Scope Rov: 580004 - U, r. W-08=3•ver5.5.0,1-Ooc-2003 General Timber Beam Page z (c)1963-2003 ENERCALC Englneerfng Software, 11-162.ecwCalculations ��,. -.s e��aa.:a-�-�"'^s�a�i'.arazarzzarus.�erafarsys�i�r+�ir 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 4615.221 Max Moment Sxx Read Allowable fb @ 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 pal 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 pal 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descriptlon Scope: Rev. tlaerKW-M3803,Ver5.8.0,1.Oec•2= General Timber Beam Page 1 (o)1883.2003 ENERCALC Engineertrg Sottwan 11-182.ecw 0alculatlone Description 4 General Information Section Name 4x10 Center Span 6,00ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft rLu 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 pal Beam End Fixity Pin-Pin Fr.Allow 625.Opsl E 1,300.0 ksi Full Length Uniform Loads Center DL 360.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary _ Beam Design OK Span=6,OOft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.860 ; 1 Maximum Moment 43 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 6.02 Reactions... @ Right 0.000 in fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.50 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.035In -0.093 in Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ,..Length/Defl 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.052 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Cales Bending Analysis 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 Reg'd Allowab'e fb @ 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 (cD Left Support @ 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 � !f - �. 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov 68=4 User.KW.OWW03,Ver5.8.0.1-Dec-20W General Timber Beam cw Page 1 (c)1383-2003 ENERCALC Engineering Software 11-162.e Uculatlons Description 4A General Information Section Name 4x8 Center Span 4.00 ft ,Lu OZO ft Beam Width 3.500 in Left Cantilever ft .. .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . ....Lu 0.00 ft Member Type Sawn DouglasFir-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 ksl IF hength Uniform Loads Center DL 360.00#/ft LL 600.00 #/ft 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: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k4t Camber. @ Left 0.000 in Max@ Right Support 0.00 Wt @ Center 0.0221n Max M allow 3.34 Reactions... @ Right 0.00Oin 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 Total Wed 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 it ..,Length/Deft 0.0 0.0 ...Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.5`R.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 Moment Sxx Reg'd Eliowa le fb @ 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 in3 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 III :�: 1 Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description: Scope: •Rev: WW4 -- UserKw-B6o36o3.Ver5.8.0,1-Dec-20Q3 General Timber Beam Page (c)1963.2003 ENERCALC Engineering Sothvnre 11-162.ecw..Calwlatfons 91 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 Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 161.00#/ft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summarya� Beam Design OK Span=16.00ft,Beam Width=5.125in x Depth=13.5in, 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 R Shear: @ Left 3.45 k Max.Negative Moment 0.00 k-ft at 16.000 ft @ Right 3.45 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0100 k-ft @ Center 0.1771n 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 Leaci Total Load Left Cantilever...EPA= Dead Load Total Load Deflection -0.118 In -0.336 in Deflection 0,000 In O.o00 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)... Deflection 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 Sxx Reo'd Allowable fb @ Center 13.79 k-ft 68.98 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 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 @ Supports Max.Left Reaction 3.45 k Bearing Length Req'd 1.035 in Max.Right Reaction 3.45 k Bearing Length Req'd 1.035 in i 1 r , Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Rer. 58000R - - -- User.KW-oso3603 Ver580.1.Oso-2003 General Timber Beam Page 1 (c)i983.2003 ENEr4CALC Engineering Software 11-182ecwCalculstlone Description 6 General Information Section Name 6.125x13.5 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 GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psl Load Dur.Factor 1.000 FvAllow 240.0psi 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 #/ft Left Cantilever DL #/ft LL #lit Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 60.00 #/ft LL Left 240,00 #/ft Start Loc 0.000 ft DL @ Right 60.00 Wit LL C Right 240.00 #/ft End Loc 11.000 ft #2 DL @ Left 75.00 #Jft LL @ Left 300.00 #Jft Start Loc 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 *ft End Loc 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5,1251n x Depth=13.51n,Ends are Pin-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 k-ft 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 0.000m 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 t®y Center Span... Dead Load Total Load Left Cantilever... Dead Load Tota Load Deflection -0.1641n -0.571In Deflection 0.000 In 0.000 In ...Location 9,576 ft 9.576 ft ...Length/Defl 0.0 0.0 .,.Length/Defl 1,392.3 399.48 Right Cantilever.,. Camber(using 1.6°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 � � - - - - * U - -- --- - - - -- ~~-' U * / Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 1i Description, Scope: Rev: 680OD4 ,user.KW-OW3603,Ver6.8.0,1-Dec 2003 General Timber Beam Page 2 (c)1983.2003 ENERC LCC Engineering Software �701 1R�L7C�� 'g F 114eZem:Calculatbns Description 6 LStress Calm Bending Analysis Ck 22.210 Le 0.000 It Sxx 155.672 In3 Area 69.168 in2 Cv 0.998 Rb 0.000 Cl 3366.314 Max Moment Sxx Reg'd Allowable fb Center 16.57 k-ft 82.98 in3 2,395.78 psi @ Left Support 0.00 Vt 0.00 in3 2,395.76 psi @ Right Support 0.00 k-ft 0.00 in3 2,396.76 psi Shear Analysis @ Left Support 0 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 psi 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 580004 -- -- c)rKW-030ENERCALCE Vor 0,1-Don25oltware General Timber Beam Page 1 9 11-162.ecwCulculotfons Description 7 General information - Section Name 4x10 Center Span 5.00 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 Pln-Pin Fc 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 #Ift LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 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 #Ift LL @ Right 600.00 #Ift End Loc 6,000 ft Point Loads Dead Load 720.O ibs 720.0 lbs Ibs l ®lbs Ibs Ibs Live Load 1,200.0lbs 1,200.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 0.600 ft 4.500 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary =�-- Beam Design OK Span=5.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pln-Pin Max Stress Ratio 0.361 ; 1 Maximum Moment 1.6 k-ft Maximum Shear* 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.PosiLve 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 0,0001n Max @ Right Support 0.00 k-ft @ Center 0.0181n Max.M allow 4.37 Reactions... @ Right 0.0001n fb 378.73 psi fv 11.62 psi Left DL 1.14 k Max 2.74 k Fb 1,050,00 psi Fv 170,00 psi Right DL 1.14 k Max 2.74 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total-To- Center 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 0.000 in 0.000 In @ Center 0.018 in ...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: ev 660O`V Us'.KW-M3W3,ver6.8.O,1-D&>20O3 General Timber Beam Page 2 (01993-2003 ENERCALC Engheering Softy a 1'I-162,ecwCalculedons orm®tea Description 7 Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 1n3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 2737.040 Mi —vQment S.m Req'd Allowable fb {a�Center 1.5B k-ft 18.00 In3 1,050.00 pal (�Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,080.00 psi Shear Analysis @ Left Support Q Right Support Design Shear 0.23 k 0.38 k Area Required 1.349 In2 2.213 In2 Fv:Allowable 170.00 pal 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 m r I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope er. 580004 User KW-OWWO3,ver5.8.0.1-Dec-2003 General Timber Beam Page 1 (e)1983-2003 ENERCALC Enolneering Sonwwo 11.182.ecw.Cala,lellurs Description 8 General Information r» Section Name 3.125x10.5 Center Span 11.50 ft ... .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .. ..Lu 0.00 ft Beam Depth 10.500 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 Pin-Pin Fe Allow 650.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 175.50#/ft LL 378.00 #/ft Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.50ft,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 (d3 Right 3.18 k Max @ Left Support 0,00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center D,191 In Max.M allow 11.48 Reactions... @ Right D.0001n fb 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 L Deflections Center Dead L Span...p d oad Total Load Left Cantilever... Dea Loa Total Load Deflection -0.127 In -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(using 1.6•D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.191 In ...Length/Defl 0.0 0.0 @ Left 0.000111 @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 Ina Area 32.813 In2 Cv 1.000 Rb 0.000 Cl 3182,624 Max Moment Sxx Re 'd Allowable 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 C Right Support Design Shear 4.06 k 4.05 k Area Required 16.868 In2 16.868 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 �� e Title: Job# Dsgnr: Date:12:14PM, 10 MAY 11 Description: Scope: Rer. W0004 User.KW-06036C3•Vor5.8.0,1-Dee-2003 General Timber Beam Page 1 (c)-al-2003ENERCALCEnglnaedngSoflw a 1t-162.ocwCalculatiom Description 9 General Information 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 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam 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 Ot Maximum Shear* 1.5 2.3 k Allowable 4A k-ft Allowable 5.5 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 964.44 psi ry 72.33 psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.71 k Max 1.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0,061 In -0.164 in Deflection 0,000 in 0.000 In ...Location 4.150 ft 4.150 It ...Length/Defl 0.0 0.0 ...LengthlDefl 1,636.9 607.20 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 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 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-f. 0.00 10 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 :�, I 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: se000a - Page 1 user.Kw-Q603803,vers.Engin IngS3 General Timber Beam (c)1983.2003 ENERCALC Enginoe;ing$ottµ:.m 17-102.ecwCnlrulnfionn Description 10 General Information Section Name 2-2x10 Center Span 6.00 it ... ..Lu 0.00 ft Beam Width 3.0001n Left Cantilever ft . ....Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft .. ..Lu 0.00 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 FvAllow 180.0psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,600.0 ksi F Full Length Uniform loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/it LL #/ft Right Cantilever DL #M LL #/ft Trapezoidal Loads 01 DL @ Left 298.00 #/ft LL @ Left 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 #Jft LL @ Right 378.00 Vft End Loc 4.400 ft #2 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 4.400 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 6.000 ft Summary Beam Design OK Span=6.00ft,Beam Width=3.00Oin x Depth=9.251n,Ends are Pln-PIn Max Stress Ratio 0.B01 : 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 Mcment 2.83 k-ft at 2,808 ft Shear. @ LO, 2.01 k Max.Negative Moment. 0.00 k-ft at 0.000 ft @ Right - -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.0371n Max.M allow 3.53 Reactions... @ Right 0,000 in fb 793.19 psi iv 79.05 psi Left DL 0.88 k Max 2.01 k Fb 990.00 psi Fv 180.00 psi Right DL 0.56 k Max 1.27 k Deflections Center Span... Dead Load Total Load Left Cantilever.., Dead Load To al Load Deflection -0.025 in -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.Defl)... 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Raw. 680004 �— — — UserKMA03803 Ver5.8.0.1-Dec-2003 General Timber Beam Page 2 (c)iii6.2003 ENEhCALC EnDinserng Software 11-162.scv.Cakuladons Description 10 Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 in3 Area 27,750 In2 Cf 1.100 Rb 0.000 CI 2012.319 Max Moglen Sxx Re 'd Allowable fb Center 2.83 k-ft 34.28 in3 990.00 psi Left 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 127 k Bearing Length Req'd' 0 675 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope. Rov: SD0004 ueer:►cwoao3soa,vars.e.o,1-neo.zcw3 General Timber Beam Page 1 (c)1983 2003 ENERCALC Englneeting Software I 19-182.acw:Calculetlons I Description 11 General Information Section Name 5.125x22.5 Center Spah 21.50ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .,...Lu 0.00 ft Beam Depth 22.500 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 Pin-Pln Fe Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 #/it Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 112.50 Xft LL @ Left 187.50 #/ft Start Loc 1.200 ft DL @ Right 112.50 Vt LL @ Right 187.50 #/ft End Loc 2.700 ft #2 DL @ Left 112.50 W t LL @ Left 187.50 #Jft 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 125.00 #tft Start Loc 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Loc 21.500 ft Point Loads v �� Dead Load 2,0 9T01bs 113.0 Ibs 113.Olbs 113.0lbs 1 3.0lbs 443.0 1 s 143.01bs Live Load 3,158.01bs 188.0lbs 188.0lbs 188.01bs 188.0lbs 238.0lbs 238.0lbs ...distance 1,200 It 7,700 It 2.700 It 4.700 ft 9.700 tt 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«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. @ Lett 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 0.285 in Max.M allow 81.02 Reactions... @ Right 0,000 in 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 Tot@'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 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,365.6 474.98 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 K - - - - :x Title: Job# Dsgnr: Date:12:14PM, 10 MAY 11 Description Scope: Rev: SWO04 Page 2 User. XV 3603 Ver6.8.0,t-Dec General Timber Beam (c)t9t33.2003 ENEfiCALC Engtneerrng Software 1-782.ec�r.Calculatlona Description 11 Stress Calcs Bending Analysis Ck 22,210 Le 0.000 ft Sxx 432.422In3 Area 115.313 In2 Cv 0,937 Rb 0.000 CI NW.### Max Moment Sxx Read Allowab'e fb @ Center 56.82 k-ft 303.23 in3 2,248.48 psi @ Left Support 0.00 k-ft 0.00 1n3 2,248.48 psi @ Right Support 0.00 k-ft 0.00 In3 2,248.48 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.10 k 12.58 k Area Required 50.406 1n2 52.435 In2 Fv:Aiiowable 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev; 680004 User.KW-=3603,Vor6.9.0,1-oeo-20e3 General Timber-Beam(c)1883.2003 ENERCALC Enginoerip SoftwarePage 1 11-162.scw.Cefctlatlats 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-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=3.125in x Depth=12.1n,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 ft Shear. @ Left 2.40 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0,00 k-ft @ Center 0.307in Max.M allow 17.25 Reactions... @ Right 0.000 in fb 1,536.00 psi fv 84.48 psi Left DL 0.90 k Max 2.40 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2.40 k Deflections - Center Span... 73ead Load Total Load Left CantlIever... Dead Load Total load Deflection -0.205In -0.&6In Deflection 0.000 In 0.000 In ...Location 8.000 ft 8.000 It ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.307 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Cales Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.0001n3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment S*(Reg'd Allowable fb @ 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 1A82 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 In �•. - - -■ - - - I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: SSWU - User.KW-060W03,Vat5Z.0,1-Dec•2003 General Timber Beam Page 1 (c)IN3-2003ENERCALC En&aerinp Scflwars 11-162.ecwCalculations 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 It Beam Depth 9.250In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,350.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pln 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 gift LL #/ft Summary Beam Design OK Span=17,OO11,Beam Width=3.5001n 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 0.0ok-ft at 0.000 ft @ Right 1.02 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0,343 in Max M allow 7.75 Reactions.,. @ Right 0.000 in fb 1.042.25 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 Local Load Left Cantilever... Dead Loal Totai_Loacl Deflection -0.229 in -0.611 In Deflection 0.000 In 0.000 in ...Location 8.500 ft 81500 ft ..,Length/Defl 0.0 0.0 ...Length/Deft 891.0 334.13 Right Cantilever... Camber(using 1.6"D.L.Deft)... ' 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 Bending Analysis Ck 25.035 Le 0.000 It Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1020.000 Max Moment Sxx Req'c nllcwable 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 1,863.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.40 k 1.40 k Area Required 7.137 k12 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 I "� ■ y � �� � rr�i �Z I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov. 580004 Uaer.KW-0603503.Ver5.6.0,1-0ec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC EnOlneertrgSonware 11-162.ecv.Ca cut90ow Description 14 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 FcAllow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #1ft Summary Beam Design OK Span=6.00ft,Beam Width=3.5001n x Depth=9.251n,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 Reactloris... @ Right 0.000in fb 525.61 psi iv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,060.00 psi Fv 170.00 psi Right DL 0,53 k Max 1.46 k Deflections Center Span... Dead Load Jotal Load Left Cantilever... Dead Load Total Load, Deflection -0.017 in -0.047 in Deflection 0.000 In 0.000 In ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,210.2 1,524.67 Right Cantilever... Camber(using 1.5"D.L.Defl)... 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 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 1457.999 Max Moment Sxx Rer)'d Allowable fo @ 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 Tttie: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Ree 500004 - -- - User,1(W-oso3803 Ver5.8.0,1Aec-2003 General Timber Beam{Of983-2003ENEACALCEngirworingSofAvare Page 1 11-182.ecw:Calcufatlone Description 15 General Information 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 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 ksi l Full Length Uniform Loads Center DL 196.00#/ti 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 It 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 kit Camber @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.004 in 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 Total Load Left Cantilever... Ceed I oac? Total 1,oad 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/Dof 14,562.4 5,180.11 RlghtCantflever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.004 in ..,Length/Defl 010 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs -- - Bending Analysts Ck 31.260 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1,300 Rb 0.000 CI 826.500 ,Ulax Moment S)a Reo'd Allowable`b @ Center 0.62 k-ft 6.54 in3 1,137.50 psi @ Left Support 0.00 kit 0.00 in3 1,137.50 psi @ Right Support 0.00 Wit. 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descrlptlon Scope: Rev. 580004 User.KW 0603803 Ver 5.8.0,1-Doc-40C3 General Timber Beam Page 1 g983 2003 ENEf�CALC Enginaoring Software 11-182.smCelwlallap Description 16. General Information Section Name Prllm:3.5xg.25 Center Span 8.50 ft . ...,Lu 0.00 ft Beam Width 3.5001n 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 Fib Base Allow 2.900.0 psi Load Our.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL 77.50#Jft LL 310.00 #/ft Left Cantilever DL #/ft LL Wit Right Cantilever DL Wit LL #/ft _Trapezoidal Loads Y 01 DL @ Left 80.00 #/ft LL @ Left 320.00 #/ft Start Loc 0.000 ft DL @ Right 80.00 #/ft LL @ Right 320.00 #/ft End Loa 3.000 ft #2 DL @ Left 70.00 #/ft LL @ Left 280.00 #/ft Start Loc 3.000 ft DL @ Right 70.00 #/It LL @ Right 280.00 #/ft End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth o 9.251n,Ends are Pln-Pin Max Stress Ratio 0.562 ; 1 Maximum Moment 6.8 k-ft Maximum Shear" 1.6 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3,26 k Max.Negative-Moment 0.00 k-ft at 0.000 ft @ Right 3.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.057 in Max.M allow 12.06 Reactions.,. @ Right 0,0001n fb 1,628.53 psi fv 123.65 psi Left DL 0.65 k Max 3.26 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load Total LoadLeft Candlevor... Dead Load Total Load Defiection -0,038 in -0.191 in Deflection 0.000 In 0.000 In ...Location 4.250 ft 4.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 21668.7 533.75 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0,000 in 0.000 In @ Center 0.057In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in � � y �� F �� � M � Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: 580004 — ----- — Page 2 User.KW-050*03 Vor6.&0,1.Oeo-2003 General Timber Beam 1111 IM19©3.2003 ENEACAIC Engineering Softwaro 11-62.ocw:Cs:w=eL'orty msr �=�L'�S!AS;�iy1 Description 16 Stress Cales Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.000 Rb 0,000 CI 3257.903 Max Morient Sxx Read Allowable fb ®Center 6.77 k-ft 28.03 In3 2,900.00 psf •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 @ Leff Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 fn2 13.496 In2 Fv:Akwable 290.00 psi 290.00 psl Bearing @ Supports Max.Leff 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 5BL'094 -- Ueer.xVJ0803803, 'Of 6.8.0,1-Dec•2003 General Timber Beam iPage (c)1983 2003 ENERCALC EnQftedng 3dUwe 11-162 ecw Calcu alfone Description 17 General Information Section Name 4x10 Center Span 10.00 It .... .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250In 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 I Beam Design OK Span=10.00ft,Beam Wktth=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.767 : 1 Maximum Moment , 3.8 k-ft Maximum Shear"1.5 2.0 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 3.85k-ft at 5,000ft Shear @ Loh 1.54k Max.Negative Moment 0.00 k-ft at 10.000 ft @ Right 1.54 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000In Max @ Right Support 0.00 k-ft @ Center 0.130 in Max.M allow 5.02 Reactions... @ Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54k Fb 1,207.60 psi Fv 195.50 psi Right DL 0.58 k Max 1.64 k deflections --` - ---- ---- �. Center Span... Dead Load Total Load Left Cantilever... DEad 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/Defi 1,385.7 519.65 Right Cantilever... Camber(using 1.5"D.L DO)... Deflection 0.000 In 0.000 In @ Center 0.130 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In f Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1539.999 Max Momcnt Sxx Read Allowable fb @ Center 3.85 k-ft 38.26 1n3 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 Req'd 0.704 In Title: .lob# Dsgnr: Date. 12:14PM, 10 MAY 11 Description: Scope Rev. 680004 War.KW-03ENE,Ver SAD,Engin eying 03 General Timber Beam Page 1 (c)19t13-2003 ENERCAI.0 EngMoering Snrtware 11-102.ec•.v:Cnlaln�lons Description 18 f General Information 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 It ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 675.0 psi Load Dur,Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 pal E 1,300.0 ksi Full Length Uniform Loads Center DL 94.50#/ft LL 157.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5.00ft,Beam Width 3.500in x Depth-5.5in,Ends are Pin-Pin l Max Stress Ratio 0.409 : 1 Maximum Moment 0.8 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 (g7 Right 0.63 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.032in 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 __ Center Span... Dead Load Total Lo Left Cantilever... Dead Loac Total Load Defection -0.021 In -0.056 in Deflection 0.000 In 0.000 In ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ..,LengthlDefl 2,848.3 1,068.11 Right Cantilever... Camber(using 1.6*D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.032 in ...LengthOefl 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 Moment 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 I 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 580004 c/�2-OS03603 Ver 603 ALC E0,1-0eo-2003 General Timber Beam Page 1 =ering Software 11-182.ecw:Calculatlons Description 19 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 Canbiever ft . . , . .Lu 0.00 ft Member Type Sawn Douglas Fr-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 ksi Full Length Uniform Loads Center DL 100.00#/ft LL 400.00 #/ft 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=9.251n,Ends are Pin-Pln 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 Wt at 2.000 It Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @Might 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 4.37 @ Reactions... Right 0.000 in fb 240.43 psi fv 28.54 psi Left DL 0.20 k Max 1.00 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.20 k Max 1.00 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002In -0.010In 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 Galcs Banding Analysis Ck 31.260 Le 0.000-ft Sxx 49.911 in3 Area 32.375 ln2 Cf 1.200 Rb 0.000 Cl 1000.000 Max Moment S:a Reg'd Allowable 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 in3 1,050,00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0,92 k 0.92 k Area Required 5.435 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# Dagnr: Date: 12;14PM, 10 MAY 11 Description Scope: LUR%,r�580004.KW-08031iIXi Ver5.8.0.1-Dec-2003 Pagei189 CALCEnginewingSMtware General Timber Beam 11-162.ecwCakulat[ons 1l�sfw®1IY �.,r.�i��tCftrrm�cc-:ice'°- Description 20 General Information ,.®��■mot®� 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 9.250 in Right Cantilever ft Lu b.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 Pln-Pin Fc Allow 625.0 psi E 1,300,0 ksi Full Length Uniform Loads Center DL 149.00#/ft LL 436.00 #/ft Left Qantllever DL #/ft ILL #/ft Right Cantilever DIL #!ft ILL #lit Surritnary - - - - - - - - ,�. Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin 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 fb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1.17 k Fb 1.050.00 psi Fv 170.00 pal Right DL 0.30 k Max 1.17 k Deflections Center Span... dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.011 in Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...LengthlDefl 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/Defi 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Gales Bending Analysis Ck 31.260 Le 01000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1170.000 Nlax Mament Sxx Rer;d Allowable fb @ 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 IQ 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 0.535 in _ - - - _ � � I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: 660004 ---- - - user.Kw-0603603,ver6.8.0,1-0oc.2003 General Timber Beam Page 1 (c)1903-2003 ENERCALC Engineering Sodware 11-162.ocw.Caicu1ai1arn Description 21 General information e» 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 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/ft Left Cantilever DL #1ft 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 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 it Shear. @ Left 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 0.000in Max @ Right Support 0.00 k-ft ®Center 0.009in Max.M allow 4.37 Reactlons... @ Right 0.000in fb 462.58 pal tv 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... mad Load Total Load Left Cantilever... Dead Load ToW load Deflection -0.008 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/Defl 7,766.6 2,599.62 Right Cantilever... Camber(using 1.6"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 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 1923.999 rV x Moment Sxx Redd Allowable fb @ Center 1.92 k-ft 21.99 in3 11060.00 psi @ Left Support 0.00 k-ft 0.00 in3 1.050.00 psi @ Right Support 0.00 k-ft 0.00 in3 11050.00 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: Rev. 680004 Uaer.KW-0603803.Ver5.8.0.1-Dec-2003 General Tlm�]er Beal7l Page 1 (c)1983-2003 ENERCALC Engineering Software -arm.gym. 11.162,acw:Calcolatlons Description Floor Joist Above(2)-Car Garage General Information r Section Name 2-2xl0 Center Span 17.50 ft Lu 0.00 ft Beam Width 3.000 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.1 Fb Base Allow 1,000.0 psi 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 #/ft LL #Ift Right Cantilever DL #Ift LL #Ift SummaryMMJ - Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear* 1.5 0.6 k Allowable 4.5.k-ft Allowable 5.0 k Max.Positive Moment 2.56 k-ft at 8.750 ft Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.69 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0003n Max @ Right Support 0.00 k-ft @ Center 0.127In Max.M allow 4.51 Reactions... @ Right 0.000 In fb 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... Dead o d Total Load Left Cantilever... Deod.Load To Loa Deflection -0.0851n -0.4201n Deflection 0.000 In 0.000 In ...Location 8.750 ft 8.750 ft ...LengthMefl 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 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 Reg'd 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 :r Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope: Row. SM4 - - User.xw•oso3eo3,va<s,s.o,1-cec.2oo3 General Tiber Beam Page 1 (0)1993.2003 ENERCALC 20 lauadog Sofrwse m 11.162.ecwPalculallons Description Main Floor Joist General Information Section Name 2x10 Center Span 12.50 ft Lu 0.00 ft Beam Width 1.500In Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft MemberType Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur.Factor 1,000 Fv Allow 160.0PSI Beam End Fixity Pln-Pin Fe Allow 405.0 psi Repetitive Member E 1.300.0 ksl FUII Length Uniform Loads �-� 77 .� Center DL 13.50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.50ft,Beam Width=1.5001n x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.683 ; Maximum Moment 1.3 k-ft Maximum Shear'" 1.5 0.6 k Allowable 1.9 Wt Allowable 2.1 k Max.Positive Moment 1.31 k-ft at 6.250 R Shear. @ Left 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... @ fight 0.0001n fb 734.11 psi fv 39.84 psi Left DL 0.08 k Max 0.42 k Fb 1,075.26 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k Deflections Center Span.., ad Load oad Left Cantilever... Dead Load Tota_Load Deflection -0.058 in -0.288 in Deflection 0.000 In 0.000 in ,..Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Defi 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 - - -� Bending Analysis' Ck 31.716 Le 0.000 ft Sxx 21.391 In3 Area 13.875 In2 Cf 1,100 Rb 0.000 Cl 418.750 Max Moment Sxx Reo'd Allowable Fb @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-f: 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 02 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 - - _ - _ _ . �-r--Sr I i W CD cn w y v Cn g m - T N =y D_ �' � (D D �: �, ? mm . 7 OC3 � �p �P n � � � D N ...� ... 1�1 cn 7 Q' n (L "a .y-w y ..-pp• ,Q b � ;a _ INI' O O D1 0 N C (n 07 33 C� ' H D1 �,N E *'WO y -' a ��pp c0, 30 cD 0 (D G D1 y Z W :0, p• In N 9 Q- a : r N'19 [V 2 p CD 0 Q x y N -0 7• Q p � y O X N � �D O� )C a r' Q m ro SN Gb C x 3 !D j: 7 y• -� to = y "mod N CL N C S'N s Z m r — g ar�' m cff — aCa.N o d r 8 `� W O r en C 7' O Q' a 't 0 j N a@ C N a1 N 7 Z y m Co O D ten.. 0J � � -1 0) N ?� � � Q..-. B lD 0- 0 w pp r2 v c b �' oR y a r- m -k ?: � w _ vdi M Cn o m `• O v O W a ;,, �• 0. ID m 0 C phi < ~ N q n . C N w N N c (D y 2 O 0z 7 N (D N [A DNh ,. fD O 0. v m g a a N� mw " cn co 0o a [=n C oo cri ^^a ^^a n O o a F. n m 7 lG l4 rt r S Co M n n 0 0 7 W C W O I v z :! a a3 w o y :. � �w co nc o n G7 Q y o m M ° o• ' h ^. � o QQ o w Q' cow a � m a - •o r m Nam m M. c p a M. r s r w N N o r a, cr) o cM CL co p m Co oo U �, O D w � � „ w D C tr --I o � CD r � Q ° rn Co z Ill O o� o m M -u u> > cco m O D m .. ci n Q s 0 77 x Z i W C Z Qo ➢varr" D0 Do X Cp D D ;u y, w o bo w r O w4EL PZc"icni s = m cr wa rn o D m D cn `a � /m^ O 00 cn N cn O � 1 � N � I 1 + rr VIF0 +--■ r- - - as- rwo- T rl ■ ■ - - I REED & ASSOCIATES, PS CIA&Structural En;;inaering oil 212th St.SW,Edmonds,WA 96C2e Offlca(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 CAPACf1Y. 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-1567 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 1S 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(2x_): 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 1/2"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"T&G STUDD-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 STIFFENINGS 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 S1 = 0.40 SEISMIC DESIGN CAT., D Sos= 0.83 SEIS. FORCE RES. SYS, A.13. Sol =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 17ROOF 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 S❑LID BLK'G TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN 'ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN STRUSS (M❑N❑) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x C❑NTINU❑US (3)-1601 EA, STUD SLID l EA. STTUU (3>-16d EA, D RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR T❑ WALL 1 LOW R❑❑F SHEAR TRANSFER, TYPICAL SCALE! NTS SECTI❑N VIEW i BOUNDARY NAILS PER PLAN SHEATHING PER PLAN----,,, MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE TOP PLATE 16d PER SW SCHEDULE CONNECTION BASE PLATE C❑NN, 1601 PER SW SCHEDULE BASE PLATE CONN, 2x .AS REQ'D C2x12 MAX) SHEAR WALL PER PLAN ROOF DIAPHRAGM TO INTERIOR SHEARWALL SCALEi NTS SECTION VIEW I I SW, PER SCHED,—► 16d BASE PLATE 80l PER SW. SCHED. NAILING PER SW, SCHED, EDGE NAILING FLR, SHEATHING (3)-10d @ J❑IST PER PLAN & DIAPHRAGM 2x J❑IST D❑UBLE J❑IST 2x BL❑CKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12u❑,C, STAG'D @ 24'0.C. N❑TE: FOR FLOOR DIAPHRAGM NAILING_ SEE STRUCTURAL NOTES rYN SHEARWALL PARALLEL W/FLOOR JOIST K::�7SCALEi NTS SECTI❑N VIEW �, I 1 I :, SW. PER SCHED.--M-- 16d BASE PLATE NAILING PER SW, SCHED, 8d PER SW, SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLAN INT❑ JOIST T2xJOIST SOLID -Di PER PLAN @ SHEARWALL NOTEi FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 4 SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW • � - f - � n ■ FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G I EDGE NAILING @ SHEAR WALL @ 24"O,C, (3)-10cd @ JOIST & DIAPHRAGM 1p A35 PER SW SCHED, 8d PER SW, SCHED, -/, EDGE NAILING 2x JOIST PER PLAN SHEARWALL PER PLAN NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES S SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW _ _ � - - i� R-10 IN5.@ THERMAL BREAK 2X STUDS 16,,ole, (HEATED AIREA5 ONLY) 4"GONG.5LA5 COMPACT FILLISAND X'X10"A.B. PER PLAN EMBED 7-1 W/3"X3"X114"50R. VIA5HER5 61.ml N (1)#4 BAR, CONT.q-FROM TOP #4 BAR HOOKED VERT al I I @ 46"O.C. ALIGN wl FT,5 (1)#4 BAR CONT. Y � I R-21 lN9UL. 2X6 STUDS 16"O/C 1/2"6M 112"61^45 FLOOR SHEATHING 4"GONG. SLAB GLUED&NAILED COMPACT JST.PER PLAN ram, FILL S-AN 0 IF oxxw"A..S. FErR PLAN R-50 EMBED 7"w/5"4"x1/4" INSULATION( SOR.Y41A5145RS w I A (1)#4 BAR,CONT.HORIZ. - ": b„b MIL VAPOR x 5"FROM TOP OF WALL i I I t ::;i•,, 3ARRIrR jQ #4 BAR HOOKED VERT.@ 46"O.G �� Co(1)#4 BAR CONT. TYP. 6" FDN HOUSE Tt� GA�f��6� i .. R-21 INSUL.I 1/2"�YyB FLOOR 5HEATHINC, 2*5TUVS 16" GLUED& NAILED 7116"05B SHE JOIST PER PLAN 51DING PER 9d� vXX10"A.B. PER PL R-30 EMBED 7"w/5"xJ"x114 INSULATION 50R.Y`4A5HER5 FINAL 6RAVE " (1)#4 BAR, GONT.H0RIZ I_.— 5"FROM TOP OF WALL —III VAPOR BARRIER #4 BAR H0OKED YERT.@ 45'O.G,_� (1)#4 BAR CONT. 12"— i JOISTS PER PLAN BLOGKINO AS REQ. R-30 INSUL. FLOOR 5HEATHIN6 GLUED a NTILEB$d R.S. IM GUSSETS uwl BEAM i'ER PLAN (4)$d EA,END or I. 2X4 GU55ET5 w1 (4) 10d EA.ENO. 4X414X6 Hf x STAGGER NAILS @6PLIGE Y LMA 4Z ~ 90##ROOFING or A35 or EPS4Z (2);€4 SAR GQNT. 6 MIL VAPORi BARRIER 6" �j TYP. 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