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HomeMy WebLinkAbout17729 82ND DR NE_BLD20120052_2026 011- BUILDING INSPECTION REPORT CZA1 Y �,f Permit No. a- - DO Address: } Contractor: F-4 Go m, Owner: Er-1C'0rY__ Date: l�- fflfAPPROVAL 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: Dater /;-- ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove a Rough-in >KFinaI a Masonry ® Drainage ® Insulation ® Other: t•♦ •f :t I ,4 m BUILDING INSPECTION REPORT G`'V Y p�, Permit No. kStP 2_y l Zqy EZ Address: _�--1:7 Z 9 ?A7' 4 be &16 C r N `c Contractor: `LYA( p� Owner: 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 s r Inspector: Date: s /, - ® Under-floor ® Framing ® Gas Piping �- noting D'� �_ti— ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: f V \� 0� 1 BUILDING INSPECTION REPORT GtT v o� Permit No. I Z- ' 00S 7- Address: 117 2.1 02_" D r NF_ 7�l1N G"� Contractor: Enco rG Owner: Er Coot, Date: q -3 0 - 1 Z APPROVAL ® PARTIAL APPROVAL tj 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 G Footing ® Drywall, nailing ® Consultation X Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation 0 Other: ��• �� � ♦. �•.. ...� .... ' • li 4.11. � fin,. �• �Ji.X T••. „.:r ...+► - y„%'ass., .I-".�� i' ''. �' .� _ ' 5 � �� Tom: •� 2 L F � �� -M � _ -.r. � _ \ e � Z F 1/ I `n� CD > o � C O �• O (D O y > I rt Oo Z Fj o �- 1-1 O C7 0 nZ � 00 �-� °z z a r) � r tTl pr � o � n � � O ril z > ° alp z d c z r) � On0 O rl O o O I N Oc n r � r � W C z r rD d (D N N 0 O U) N zcn CITY OF ARLINGTON i 238 N. OLYMPIC AVE.-ARLINGTON,WA. 98223 PHONE: (360)403-3421 BUILDING PERMIT Address: 17729 82ND DR NE,ARLINGTON Permit#:BLD20120052 Parcel#:01047900004800 Valuation:$346,000.00 OWNER APPLICANT CONTRACTOR ENCORE HOMES,INC ENCORE HOMES,INC ENCORE HOMES,INC KEITH HOYER KEITH HOYER KEITH HOYF,R 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith@encorehomesinc.com keith@encorchomesinc.com Lic#:ENCORHI914NS Exp:8/10/2013 PLI)MBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING ENCORE HOMES,INC SOUNDVIEW PLUMBING KEITH HOYER 5917 195TH ST NE 43 1801 GROVE STREET,UNIT B ARLINGTON,WA 98223 MARYSVILLE,WA 98270 Lic#:SOUNDVP033NF Exp:6/13/2013 Lic#:ENCORHI914NS Exp:8/10/2013 JOB DESCRIPTION Single Family Residence PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 1 OCC GROUP: R-3 CODE: 2009IRC OCC LOAD: N/A PERMIT APPROVAL I AGRL•L• TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City o Arlington#3101. /ri S' ature Print Name Date ReleaOdB ate ARCHIVE APPLICANT ASSESSOR OTHER BLD20120052 CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tail piece. PERINI IT FEES Date Description Fee Amount Paid Balance Due 2/6/2012 Plumbing Permit Fee $217.00 $0.00 $217.00 2/6/2012 Mechanical Permit Fee $110.00 $0.00 $110.00 2/6/2012 Building Permit Fee(QTY: 1) $3,038.88 $0.00 $3,038.88 2/6/2012 Building Plan Check Fee(QTY: 1) $1,975.27 $0.00 $1,975.27 2/6/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $5,345.65 $0.00 $5,345.65 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. None BLD20120052 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120052 OWNER: ENCORE HOMES, INC-HOYER, KEI... STATUS: APPLIED ADDRESS: 17729 82ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 2/2/2012 SCREENS: Select Screen._ •' FUNCTIONS. Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO...; ASSIGN I REMOVE 2000 C-Building I CYOUNG 2/9/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 2/9/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 2/2/2012 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 Project Address: (1i 29 Xz 0 M e Parcel ID#: 01047900004 00 Lot#: Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.Unit 8 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: Building Area(Sq Ft): 15t Floor: 1437 2nd Floor: 1635 P floor: Deck: Garage/Carport: 785 Basement: Project Valuation: Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: State:Marysville 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 above information is correct and that the construction on, and the occupancy and the use of the above- described property v/fll be in accordance with the laws, rules and regulation of the State of Washington. �) 9/26/11 licants Signature Date Keith Hoyer 7 RECEIVED Print Applicants Name 7 FOR STAFF USE ONLY COA PERMIT CENTER Permit# Accepted By Amount Received Receipt# Date Received 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#X Total Fixture Total Number Fixtures Dwelling Unit Residence Multiplier Units Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 4 X 1.0 = 4 Shower(Stand Alone)Each Head 1 X 2.0 = 2 Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 35 Units Traps(other than above items) Column Totals 16 Estimated Project Valuation Building Square Footage 2Qg4, 0-1 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) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. (/ 9/26/11 p I'.ants Signature Date RECEIVED FEB 0 2 202 8 _ Ar&Prr- f ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: ✓❑Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies(WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: (a New Residential ®Addition/Alteration Project Description:New Single Family Residence Project Address: I -)- el 9jZ , `Di" Parcel lD#: 0104790000 41 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 Email: 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 Poo ❑ 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 FEB 0 0 2 2 11 COA PERMIT 4TER 1 .« _� - ..►: •,j ram-. 3072 - ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 • FAX(360)403 3418 Please use this checklist to ensure that all necessary information is provided for review of your project. One (1) completed Single Family Residential Building Permits Application Two (2) accurate fully dimensioned plot plans Two (2) sets of construction drawings Two (2) sets of engineered drawings and calculations (If required) Health Department approval of septic system Verification of Water and Sewer Availability from City of Marysville (if applicable) APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 1 I RESIDENTIAL PERMIT ' SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) 8. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30" X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 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 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. F, 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 '/41' Scale) 1. Show north direction 2. Indicate front street (and side street if corner lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 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 ' 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 ✓[� 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. 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 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 6. Indicate the pitch of the roof. H. ❑� DOORS &WINDOWS 1. 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. ✓l 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 -' 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. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature: z Date: 9/26/11 O I /Owner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 RESIDENTIAL MECHANICAL , PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) SETS OF SPECIFICATION SHEETS AND TWO(2)SETS OF WASHINGTON STATE ENERGY CODE(if applicable). Project Valuation: Project Address: Parcel 1D#: 0104790000 00 Lot#: a 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 Hoyor Phone Number: (360)659-1579 Cell Phone: (425)2205223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Please List quantity of fixtures below: r FURNACE UP TO 100K BTU CLOTHES DRYER GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE SUSPENDED HTR/UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR SOLID-FUEL APPLIANCE BOILER UP TO 4-15 HP AIR HANDLING UP TO 10K CFM FIREPLACE INSERT BOILER UP TO 16-30 HP AIR HANDLING OVER 10K CFM VENTILATION SYSTEM HEAT PUMP VENTILATION FANS OTHER ! 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: 9e270 Contractor's License Number: Expiration: e/13 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property cordance with the laws,rules and regulation of the State of Washington. 9/26/11 pplicants Signature Date Keith Hoyer Print Applicants Name REECIMFm FOR STAFF USE ONLY FEB 0 2 2012 Permit# Accepted By Amount Received Receipt# —COAPERMWOF 2010 CJY I ::3:. c 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 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: ❑ 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. ZON20120022 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 .� DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120022 OWNER: ENCORE HOMES, INC-HOYER, KEI... STATUS:APPLIED ADDRESS: 17729 82ND DR NE ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 2/2/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function. . GENERAL-BLD REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 1002 P-Engineering I LPETER... 2/7/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 2/7/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 2/7/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 2/7/2012 0 Y N Assign Remove 1028 P-Water EANDE... 2/7/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 2/7/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 2/7/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 2/7/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 2/7/2012' 0 Y N Assign Remove 2014 C-Planning I THALL 2/7/2012 0 Y N Assign Remove // l./ http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 2/2/2012 _--' 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 Horn Inc. L 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: Ek a. Single-family dwelling ✓❑ b. Duplex U C.Addition ✓Q d.Accessory structure 2. Proposed Dimensions: W) L) H) -435' Total SF) 2I((-Z- 3. Allowed Lot Coverage: Total Lot Size -7 �4 7 SF x 35% = 7-10Z SSF 4. Actual Lot Coverage: (SF of all structures) Z Z - �g (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 RECEIVED OFFICIAL USE ONLY PROPERTY ZONED APPROVED F-1 DENIED_[�Cgk ffi MIT CENTERT Za N 9-0 1 ;-do a-- - �, . ,� f ��� Site Information: 17729 82"d Dr. N.E. Impervious jurface: House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #:01047900004800 Unit Size: 7,487 S.F Total: Sq. Ft. Legal: Magnolia Meadows, Div1, Phase 2 Lot 48 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 0 ft. 12 ft. 20 ft. 40 ft. Setback Notes: 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 (true corner closer to road) 104.0990 •. :� `r7 G°�re�LS roped , „ a9r Spa 52' 26 2 hav 6� LLi aP z � 2a0 j OLIJ 0 O D ° w z ti I j T_ � CV 0000 a ,a W p a a cn nni 20'3" 23 LOT 48 RECEIVED ' moo N a. FEB 0 2 2012 �_ ---L 7,487 SQ. FT. 103.89' - } OOA PERMIT CENTER xkJo"DI a- DDSO- 47 Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer:], — �n r REED & ASSOCIATES, PS Civil & Structural Engineering 8311-212th St SW Edmonds, WA 98026 Office(425)778-2793 Fax (425)775-2073 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-'I 62 2009 IBC SIGNA TURF Date Eng # Desc. 5/10/2011 Qing 2 Original Calculatlon �pELL J V AS R� o EXPIRES 5-27-/2 WENDELL E. REED, PE)ECEI 1RE zoiTFEB U 2-CENTER COA PERMIT CENTER oD 52-- Lateral Analysis /BC 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 [3041 Roof Walfs Floors Sjow Partitions Live Load (psf) 25 40 Dead Load (psf 15 10 10 10 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph F 1609 f320] 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1[77] 3. Wind Exposure Category "B" 1609.4[325] 4. Internal Pressure Coefficient +/-55 ASCE 7 F 6-5 f47J 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 le 1.00 ASCE 7 T 11.5-1[116] 2, Short Period Acceleration SS 1.25 F1613.5(1)[348] 2. 1-Second Accelieration SI 0.4 F1613.5(2)f350J 3. Site Class D T1613.5.2[341] 4. Spectral response coefficient SDs 0.83 EQ 1 6-36/3 8 1340-2J 4. Spectral response coefficient SDI 0.43 EQ 16-37139(340-2] 5. Seismic Design Category D T1613.5.6(1)and(2)13431 6. Seis. Force Resisting System A.13. ASCE 7 T 12.2-1 f120] - 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[135] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 Wind Desi n Method 1) 1BC 2009 Simplified W(nd Load Method ASCE 7 6.4(23i 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 j40) Topographic Factor Kzt= 1.00 ASCE. 7 6.5.7.2[26), F 6-4[45) Wind Pressures ASCE 7 6.4.2.11241 p$=4 Kt I ps30 ASCE 7 EQ 6-1[24) Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1[24) zones A, B, C, & D all equal 10 psf,while zones E, F, G, & H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.5 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2[22] Zone Pressures, (A)(I„)(ps3o)ASCE 7 F 6-2 1381 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H tpH GOH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8.57 2 4.04 2.75 3.19 2.19 -0.08 -4.45 0.87 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces. Fx ASCE 7 F 6-2 f371 End zone distance, 2a, where"a"equals the smaller of 10 percent of least horizontal dimension (l.h.d.)or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D F x- Z (p sx'X) x= A Diaphragm (x=2) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 1 22LO= 343 0 72 163 136 368 2a(ft)= 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 Fxmin= 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 0 162 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 J Seismic Design IBC 2009 'Site Clasification, Criteria Selection & Minimum Design Lateral Force Occupancy Category II ASCE 7 T 1-1 f31 Seismic Importance Factor le 1.00 ASCE 7 T 11.5-1(116J Seismic Design Category D T1613.5.6(1)and(2)[343] Site Class D T1 613,5.2[34 1) Short Period Acceleration Ss 1.25 F1613.5(1)[348] 1-Second Acceleration S, 0.4 F1613.5(2)f350J 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)f341J Site Coefflecient, Fv 1.6 T1613.5.3(2)f341J Substitute equations 16-36& 16-37 into 16-38&16-39 respectively, 2 S M w 3.F a'S s Sps= 0.83 EQ 16-36138[340-2J 2 S D 1 -3.F v'S 1 SD1 = 0.43 EQ 16-37139[340-2) Simplified analysis Seismic base shear ASCE 7 12 14 8 f1411 V= (F SC)S/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11(141J Vertical Distribution Forces at each level ASCE 7 12 14 8 f141) Fx= (wx/W)V Fx= 0.141 x% ASCE 7 EQ 12,14-12[141) Effective seismic weight&Forces Ibs at Level x Diaphragm (x=2) roof area(ftr) floor area(fe) story height(Q) wall length(ft) 2368 0 8.1 171 wx Fx 5986 welght(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area(ft) floor area(ft) story height(ft) wall length(ft) 474 1719 8.1 182 'Wx Fx= 5443 7Weight(lb-) 7110 17190 7371 38597 Version 7.0 Pg 2.1 I Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.114511 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[3091 For worse case effect with wind load, L&S shall be zero. 1605.1[308) Equations 16-17, 16-18, & 16-19 become, D +COw Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2(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 (P Q E - 0.2 S DS D) 0.9 D + 1.4 simplify&arrange variables (0.9 -0.14SDS) D + P QE 1.4 Where QE equals F,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms.and shearwalls shall resist, Wind Design Loads,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, (p/1.4) F, p= 1.3 ASCE 7 12.3.4.2[126] Diaphragm Force(Ibs x=2 5558 x= 1 5054 Version 7.0 Pg 31 Allowable Stress Design Loads For Wood - cont Sum the moments about the base of-a shearwall, overturning shall resist, (v•w)•h - D•W + P. for wind 3 2 W) (v•w)•h - (0.9 -0.14 S DS) D.Z + 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 VO h SUN MOMDM r"'AMff COIRfER W Version 7.0 Pg 3.2 Level o� Segment Tributary loads Wind Seismic Wall Line (x) �G� O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Ss max 1 2 F-R Wind Sells VD(x+1)[Ibs] % 50% 7.50 8.1 2 2 1 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 TNwx(x)(Ibs] 208 12 2 2 F-R Wind Sells VD(x+1)(Ibs] VD(x)pbs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)pbs] 3 2 F-R Wind Sells VD(x+1)[Ibs] % 50%; .'''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 5�-! V 101 83 IBC 2305 max 88 TMAx(x)[Ibs] 379 155 4 2 F-R Wind Sells VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Pg 4.1 .i I Wall G.ine Level oc Segment Tributary loads Wind Seismic x Seis�~1 ( ) O�` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max 1 1 F-R Wind Seis VD(x+1)[Ibs] 3409.41 2779.17 % 26% 20% 7,50 8.1 869 208 338 12 VD(x)[Ibs] 1611.83 1010.86 7.00 8.1 882 208 354 12 VT(x)[Ibs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 V 134 101 IBC 2305 max TmAx(x)[Ibs] 882 354 2 1 1 1 F-R Wind Sells VD(x+1)[Ibs] % 50%.` `50% 7.60 8.1 1 1 89 -94 VD(x)[Ibs] 3099.67 2627.15 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 1 1 F-R Wind se[s VD(x+1)[Ibs]- 3409.41 2779.17 % 24%_ 30% - 48.00 8.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)[Ibs] 4897.25 4296.46 L 48.00 48.00 � rl V 102 89 IBC 2305 max TMax(x)[Ibs] 4 1 F-R Wind Sels VD(x+1)[Ibs] a VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[Ibs] Version 7.0 Pg 4.2 Level o� Segment Tributary loads Wind Seismic Wall Line (x) �o'`` O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Sels max A 2 S-S Wind Seis VD(x+1)[Ibs] 4.50 8.1 2 2 245 -133 % 229% 22%1'; 4.50 8.1 2 2 245 -133 VD(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 VT(x)[Ibs] 2113.54 1222,83 3.00 8.1 2 2 301 -68 69 L 24.00 24.00 3,00 8.1 2 2 301 -68 69 V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 3.00 B.1 2 2 301 -68 69 TMAx(X)[]bs] 301 B 2 S-S Wind Seis VD(x+1)[Ibs] 7.80 8.1 2 2 861 152 VD(x)[Ibs] 4803.6 2779.17 8.00 8.1 2 2 853 143 VT(x)[Ibs] 4803.5 2779.17 11.00 8.1 2 2 742 13 L 26.80 26.80 V 179 104 IBC 2305 max TMAx(x)[Ibs] 861 152 C 2 S-S Wind Seis VD(x+I)[Ibs] 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[Ibsi 2689.96 1556.34 12.80 8.1 2 2 -113 -620 L 32.80 32.80 6.00 8.1 2 2 140 -226 [J(�- V 82 47 IBC 2306 max Tmm(x)(Ibs] 140 D 2 S-S Wind Sels VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMax(x)[Ibs] Version TO Page5.1 �,� I� 1 Level oc Segment Tributary loads Wind Seismic Wall Line x( ) �o Width Height wrFwra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 S-S Wind Sels VD(x+1)[Ibs] 2113.54 1222.83 23% 32% 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4,00 8.1 6 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 3M 8.1 2 2 1627 301 873 226 si�•-i V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2305 max 226 'ram TMAx(x)[Ibs] 1651 901 B 1 1I S-S Wind Sels VD(x+1)[Ibs] - 4803.5 2779.17 % 50%: _ ;,�;5d%or> 10.00 8.1 1 1 3527 86.1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[Ibs) 8144,5 5306.32 L 20.50 20.50 S W-Z V 397 259 IBC 2305 max -r-2. TMAx(x)[Ibs] 3527 1606 C I 1 I S-S Wind Sels VD(x+1)[Ibs] 2689.96 1556:34 % !:E27%`.-"[. 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 Fage5.2 :� r I Shear wall Summary Sheeting Re m'fs 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 1 101 83 4 -2nd A-2nd 63 69 1 I 1 88 51 B-2nd 128 104 1 1 2 179 104 C-2nd 59 47 1 1 82 47 D-2nd 1 -1st 96 101 1 1 134 101 2-1st 50 57 1 I 1 70 57 3-1st 73 89 1 1 102 89 4-1st A- 1st 153 226 1 2 215 167 1651 B-1st 284 259 2 6 397 259 3527 1606 C- 1st 134 119 1 ; 2 187 103 1303 D-1st I SWA SW-2 SW-3 SW-4 SW-5 SW-6 Sheathing 226 397is` ' ".� 'c ii �t ;�� kt. (plo Shear Flow 397 �� n � ., �,.., z.. ; g ?�! � rt,�� ,x _f4,�� .1, . 'r. 4=1 ;a (pit) Shear Transfer Connectors - CD = 1.6, Hem-Fir Connector Z(lbs) 16d Nails 195.2 lbs 2005NDS T11 N j971 10A 5.9 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plf) 162 lbs 2005NDS T11N[97] $.6 4.9 0.0 0.0 0.0 T770..0 Simpson A35 Clip 510 lbs Simpson C-200911621 27.1 15.4 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 416 lbs Simpson C-200911561 22.0 1 12.5 1 0.0 0,0 0.0 0.0 Simpson DTC Clip 125 lbs Simpson C-2009[136] 6.6 3.8 0.0 1 0.0 0.0 0.0 112" Diameter Anchor Bolts (2x) 944 lbs 2005NDS T11E(85] 50.1 1 28.5 0.0 0.0 0.0 0.0 5/6" Diameter Anchor Bolts (2x) 1376 lbs 2005NDS T11E[851 73.1 1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x 1712 Ibs 2005NDS T11E[851 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 it • I I 031P&Vjt�y nir I IeDOlf a FLmC a KIALLo Va.+D = 15 oIS4-b =la PS7= DAL+D 0 FS F- L;•/ig=25 PSF Lp\/G =4vPjr ir rc � � L= 12' CfeXN cvF 13S' 2p2�5 337,5 Ful.t_ u! C r lJ 12). 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I• f I I Ti ' i i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 680004 User:Kw-06D3603,Ver5.8.0,1-Dec-2303 General Timber Beam Page 1 c11883.2003 ENERCALC Engkieef nN Software 11-162.ecv.CalcWatlons Description 1 (RXN) General Information Section Name 3.125x10.6 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 10.500In Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 pal Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 202.50#Ift LL 337.50 #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #Ift 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 13.21 Reactions... @ Right 0.000 in fb 2,031.28 psi fv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections -- Center Span... Dea Load otal Load Left Cantilever... Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 In ...Location 6,000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.261 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 57.422 in3 Area 32.813 iri2 Cv 1.000 Rb 0.000 Cl 3239.999 Mae,Moment Redd Allowable 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 1n2 Fv,Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.24 k Bearing Length Req'd 1.595 in Max.Right Reaction 3.24 k Bearing Length Req'd 1.595 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Row. 680DC4 - - User.KW0803603,ver 5.8.0,1-Doo-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Soflwaro 11462.ecw.Calculations CaiNk7Ri�94✓iit�27¢�IiR�19IC Wtm Description 2(RXN) General Information a Section Name 3.125x12 Center Span 17.00ft ....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 21400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End FicKity Pin-Pin Fe Allow 650.0 psi E 1,800.D ksi Trapezoidal Loads ie #1 DL @ Left 90.00 #Ift LL c@ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #Ift LL Right #/ft End Loc 17.000 ft #2 DL @ Left 90.00 #Ift LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #1ft LL @ R:ght #Ift End Loc 17.000 ft Summary Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Pln Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear"'1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7.208 ft Shear: @ Left 2.72 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.314 in Max.M allow 17.25 Reactions... @ Right 0.000 in 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... Dead Loa d Total Load Left Cantilever... Dead Load To al Load Deflection -0.2091n -0.558 in Deflection 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 1.6 D.L.DO)_ 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 Beng A ndi nalysls Ck 20.711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 In2 Cv 1,000 Rb 0.000 CI 2719.999 Max Moment Sxx Req'd Allowable fb @ Center 8.90 k-ft 38.69 In3 2,750.00 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 Analysls @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 In2 7.322 In2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 In i r Tide: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: %11' 58 004 � w r..KW-0603003,Vor 5.0.0,1•Dec•2003 General Timber Beam Page 1 W10983-2003 ENERCALC Englmonng Softwr:re 11-'s"l.t3tw Cr3lcvl�,gony Description 3 (RXN) General Information p Section Name 6.125x37.6 - Center Span 45.00ft .....Lu 0.00 ft Beam Width 5.125In Left Cantilever ft .....Lu 0100 ft Beam Depth 37.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Flxfty Pin-Pin Fe Allow 650.0psi E 1,800.0 ksl Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Leff Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #/ft LL Right 25.00 #/ft End Loc 24.500 ft #2 DL @ Left 90.00 #/it 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 1,020.0Ibs Ibs lbs I s 1111% The Live Load 2,025.0lbs 1,700.0lbs lbs 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 Deslgn'OK Span=45.00ft,Beam Width=5.1251n x Depth 37,5in,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear 1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 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 0.000 In lb 889.23 pal fv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 2,282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.271 in -0.724 in Deflection 0.000 in 0.000 In ...Location 23.580 ft 23.580 ft ..,Length/Deft 0.0 0.0 ...Length/Deft 1,989.2 745.96 Right Cantilever... Camber(using 1.6*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.407 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 Rev: 580004 User.KW-0603W3.Ver5.8.0.1-Dec-2003 General Timber Beam Page 2 (c)t 903-2003 ENERCALC En0lnoenng Software 11-162,ecw:Calculatlms Description 3(RXN) Stress Calm M Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 In2 ev 0.827 Rb 0.000 Cl 4615.221 Max Moment Sxx Raa'd Allowable fo @ 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 I0 2,282.05 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 9.60 k Area Required 23.752 in2 34.782 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 4.62 k Bearing Length Req'd 1.385 in Max.Right Reaction 6.64 k Bearing Length Req'd 1.995 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: -Rev: 580004 UaerKW0803603 Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)t983-2003ENEACALC Engineering Software 11-182.emCalculallons Description 4 General Information r d� Section Name 4x10 Center Span 6.00ft . ....Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantllever 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 360.00#/ft LL 600.00 #!ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary FM Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.860 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 3.2 k Allowable 5.0 Wt Allowable 6.3 k Max.Positive Moment 4.32 k-ft at 3,000 ft Shear: @ Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.88 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.0521n Max.M allow 5.02 Reactions... @ Right 0.000 in fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88 It 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 -0.0351n -0.093 In Deflection 0.000 in 0.000 In ...Location 3.000 it 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,058.3 771.86 Right Cantllever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.052 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in [stress calcis Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 2879.999 Max Moment Sxx Reo'l Allowable fo @ Center 4.32 k-ft 42,93 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00In3 1,207.50 psi @ Right Support 0,00 k-ft 0.00 in3 1,207.60 psi Shear Analysis @ 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 :r � I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: ROY. 560004 -- - -- - User:KW-05M3.ver5.8.0,1-Dec-2003 General Timber Beam v Page 1 (cJ1083-2003 ENERCALC:2km p Software 11-182.emCa'alallon> Description 4A General Information Section Name 4x8 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .. ...Lu 0.00 It Beam Depth 7.250 in Right Cantilever ft .. . ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Altow 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 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=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 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0221n Max.M allow 3,34 Reactions... @ Right 0.000in 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 Tota�Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0,038 in Deflection 0,000 in 0.000 In ...Location 2.000 ft 2.000 ft ..,Length/Deft 0.0 0.0 ...Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.6*D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.022 In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0,000 in Stress Calcs -- ------.-____-_----__-- - - Bending Analysis Ck 29.150 Le 0.000 ft Sxx 30.661 In3 Area 25.375 In2 Of 1.300 Rb 0.000 Cl 1919.999 Max Moment Sxx Reg'd Ilowa 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: U5ar.SKW6O8p3,Ver6.@.0,1-Dxzoo3 General Timber Beam Page 1 1� (c)1983.2CO3 LNERCA LC Etpinw ing 8ortwuM 11-1B2.ecrr.Calculatlana Description 5 General Information Section Name 5.125x13.5 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 It 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 ksl Full Length Uniform Loads Center DL 151.00#/ft LL 280.00 #/ft Left Cantilever DIL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.O0ft,Beam Width=5.1251n x Depth=13.51n, Ends are Pin-Pin Max Stress Ratio 0•443 : 1 Maximum Moment 13.8 k-ft Maximum Shear* 1.5 4.5 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 ft Shear: @ Left 3.45 k Max.Negative Moment 0.00 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 0.00 k-ft @ Center 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 1,083,16 psi fv 64.59 psi Left DL 1.21 k Max 3,45k Fb 21400.00 psi Fv 240.00 psi Right DL 1.21 k Max 3.45 k Deflections Center Span... Dead Load Total Load eft Cantilever... Dad Load T otal Loacl Deflection -0.118 In -0.336 in Deflection 0.000 In 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.5*D.L.Defl)... 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 ^ j 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 Rea'd Allowable fb @ Center 13.79 k-ft 68.96 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 18.610 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 r. I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope user KW-0603603 Ver5.50 1-Dec-2003 General Timber Beam Page 1 c)'R3-2003 ENFACALC Engfneedng Software _ 11-162 ecw:CalcWatioml Description 6 r General Information Section Name 5.126x13.5 Center Span 19.00 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 GiuLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 660.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 40,00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 60.00 #/ft LL @ Left 240.00 #/ft Start Lac 0.000 ft DL @ Right 60.00 #/ft LL @ Right 240.00 #/ft End Lac 11.000 ft #2 DL @ Left 75.00 #/ft LL @ Left 300.00 #/ft Start Lac 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 #/ft End Lac 19.000 ft Summary - Beam Design OK Span=19.00ft,Beam Width 5,125in x Depth=13.51n,Ends are Pln-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear* 1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max,Positive Moment 16.57 k-ft at 9.880 ft Shear. @ Lett 3.36 k Max.Negative Moment. -0.00 k-ft ---at--19.000 ft @ Right -3.70 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.246 in Max,Mallow 31,08 Reactions... @ Right 0.0001n fb 1,276.99 psi fv 70.72 psi Left DL 0.98 k Max 3.36k Fb 2,395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 k Deflections Center Span.., Dead Load Total Loa Left Cantilever... Dead Load Total Load Deflection -0.1841n -0.5711n Deflection 0.000 In 0.000 In ...Location 9.576 ft 9.576 ft ...Length/Defl 0.0 0.0 .,.Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.6`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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rov: 630CC4 War,KW-0603603 Ver5.8.0,1-Dec-= General Timber Beam Page 2 (c)1963-2003 ENEkALC Engineering Software 11-162,ecv CakuletlOna Description 6 Stress Caics Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672ln3 Area 69.188 1n2 Cv 0.998 Rb 0-000 Cl 3366.314 Max Moment Sxx Read ANowabetb @ Center 16.57 k-ft 82.98 10 2,395.76 psi @ Left Support 0.00 k-ft 0.00 in3 2,395.75 pal @ Right Support 0.00 k-ft 0.00 10 2,395.76 psi Shear Analysis @ Left Support @ Right Support Design Shear 4,49 k 4.89 k Area Required 18.716 in2 20.388 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Rsq'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 -- - - - - - -- - - - usor.Kw-0603603,Vor5.6.0,1-Dec-20039e General Timber Beam Page 1 (c)13-2003 ENERCALC Engneedng Softws:o it-182.ocw.Ce{culstlans 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 FvAllow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksI Full Length Uniform Loads Center DL 88.00#/ft LL 28.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/it Trapezoidal Loads #1 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 5.000 ft Point Loads Dead Load 720.O Ibs 720.0lbs Ibs Ibs Ibs Ibs Ib s Live Load 1,200.0lbs 1,200,0lbs Ibs Ibs Ibs Ibs Ibs ...distance 0.600 it 4.500 ft 0.000 ft 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 Pin-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.Positive Moment 1.58 k-ft at 2.080 ft Shear. @ Left 2.74 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 2.74 k Max @ Left Support 0.00 k-ft Camber, @ Left 0,000 in Max @ Right Support 0.00 k-ft @ Center 0.018 in Max.M allow 4.37 Reactions... @ Right 0,000In 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 f Center Span... Dead Load Total Load Lek Cantilever... Dead Load Total Load Deflection -0,012 in -0.027 in Deflection 0.000 In 0.000 In ...Location 2.480 ft 2.480 ft .,,Length/Deft 010 0.0 ...Length/Deft 4,953.7 2,243.91 Rlght Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.018 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In .S rj Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: ex r� Uaer.KW.06seooc03803,Ver6.8.0,1-Deo2003 General Timber Beam Page 2 (c)1198=�ENE�CE gineering Sortwam 11-162,ecwCalw1etlons Description 7 Stress Caics Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 1n3 Area 32.375 1n2 Cf 1.200 Rb 0.000 Cl 2737.040 Max Moment Sxx Req'd Allowable fb ®Center 1.58 k-ft 18.00 In3 '1,050.00 psi Left Support 0.00 k-ft 0.00 In3 1,050.00 psi Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.23 k 0.38 k Area Required 1.349 in2 2.213 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 in Max.Right Reaction 2.74 k Bearing Length Req'd 1.252 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope ev: 580004 User.KW-0603803,Ver5.8.0.1•Qec-2003 General Timber Beam P�9e ' tc)1983-2003 ENERCALC Engineering Sottewe 1•i8'L.,r.H:Calc l ;i s �spttts�attttttitt>sa�>�:f_ , Description 8 General Information Section Name 3.125x10.6 Center Span 11.50 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.600In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 660.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 175.50#/ft LL 378.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary a, Beam Design OK Span=11.50ft,Beam Width=3.1251n 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 Ot Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 It Shear: @ Left 3.18 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.18 k Max @ Left Support 0,00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center D.191 in Max.M allow 11.48 Reactions... @ Right D.000 in fb 1,912.17 psi 1v 123.38 psi Left DL 1.01 k Max 3.18 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.01 k Max 3.18 k Deflections Centers an... DeadL�p oad Total Load Left Cantilever... Dead Load Total load Deflection -0.127In -0.401 In Deflection 0.000 In 0.000 in ...Location 5.750 It 5.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,084.3 343.80 Right Cantilever... Camber(using 1.6*D.L.Daft)... Deflection 0.000 in 0.000 In @ Center 0.191 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Cafes Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 In3 Area 32.813 In2 Cv 1.000 Rb 0.000 Cl 3182,624 Max Moment Sxx Read R IDyyahlefb @ Center 9.15 k-ft 45.75 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400,00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 In2 16.868 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing ca 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 I i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 680004 User KW-0603803,Ver5.8.0,,.eac-2oo3 General Timber Beam Page 1 (c)1963.2003ENERCALCEnpineedngSoftware �t_762.o HGnlcu;atlnns 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 Fe Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 171.00#/ft ILL 290.00 #/ft Left Cantilever DL #/ft ILL #/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 k-ft Maximum Shear*1.5 2.3 k Allowable 4A k-ft Allowable 5.5 k Max.Positive Moment 3.97k-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 0,000in fb 954.44 psi fv 72.33 psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.71 k Max 1.91 k -Deflections - -� Center Span... peed 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/Deft 0.0 0.0 ...Length/Deft 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 Caics T Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1913.149 Max Moment Sxx Read Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-it 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.775 in2 13.775 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.91 k Bearing Length Req'd 0.875 In Max.Right Reaction 1.91 k Bearing Length Req'd 0.875 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 6WO04 - User:3-2003 ENERCALC EQ,t-Dering 03 So General Timber Beam Page 1 (c)ta83-Z003 F.NERCALC Enptneering So!Iw•aro 11-192.ecvr.Celwleliona Description 10 General information s aReaaavasz Section Name 2-2x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.0001n Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .. ..Lu 0100 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 298.00 #/ft LL @ Left 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 Nit LL @ Right 378.00 Wit 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=3.000in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.801 : 1 Maximum Moment. 2.8 k-ft Maximum Shear*1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max,Positive Moment 2.83 k-ft at 2.808 ft Shear. @ Left 2.01 k Max.Negative Moment 0.00 k-ft at 01000 ft @ Right - -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.00OIn Max @ Right Support 0.00 k-ft @ Center 0.0371n Max.M allow 3.53 Reactions... @ Right 0,000 in fb 793.19 psi fv 79.05 psi Left DL 0.88 k Max 2.01 k Fb 990.00 psi Fv 180.00 psi Right DL 0.56 k Max 1.27 k Deflections Center Span... Dead Load Toial Load Left Cantilever... Dea o d Tqtal Load Deflection -0.0251n -0.056 In Deflection 0.000 in 0.000 In ...Location 2.928ft 2,928 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,926.3 1,275.38 Right Cantllover... 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 I Title: Job## Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope -aev. 6anaoa User,KW-0803803 Ver5,So,1•0x•2003 General Timber Beam Page 2 (a)1983.2003 ENEf�CALC Engineerng Software 11-1ezemcalculsdcne iA Descrlptlon 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 Cl 2012.319 Max Moment Sxx Rec'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 1n2 10.039 in2 Fv:Allowable 180.00 psi 180.00 PSI Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1.073 In Max.Right Reaction 1.27 k Bearing Length Req'd 0,675 In .. - - :, I I Title: Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description Scope Raw, 590004 Ueer:Kw-R303a03,Ver5.8.0.1-noo-2003 General Timber Beam Page 1 (c)1993-2003ENERCALCErgfneeringSCMrere 1EP.scv carcufaocns '�fll s'�".IIr71"9LS"S' ,SE9iR.�.i'ER_'JE=*r3L�r21f�IF�Stdc ' Description 11 General Information Section Name 5.125x22.5 Center Span 21.50ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 22.500 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 pal Beam End Fixity Pin-Pin FcAllow 650.0pal E 1,800.0 ksi Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 kft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loa 1.200 ft DL @ Right 112.50 #/ft LL @ Right 187.60 #/ft End Loc 2.700 ft #2 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 4.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Loc 7.700 ft #3 DL @ Left 112.50 #/ft LL @ Left 187.50 #oft 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 #fft Start Loc 14.700 It DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Lac 21,500 ft Point Loads ^� Dead Load 2,094.0 s 113.0 The 11113.0lbs 113.0lbs 13,O Ibs 143.0 Ibs 143.0ibs Live Load 3,158.0lbs 188.0lbs 188.0lbs 1B8,Olbs 188.01bs 238.0lbs 238.Olbs dlsiance 1.200 ft 7.700 ft 2.700 ft 4.700 ft 9.700 ft 12.700 ft 14.700ft Summary Beam Design OK Span=21.50ft,Beam Width=5,125in x Depth=22.5in,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 56.82 k-ft at 10,406 ft Shear. @ Left 14.55 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(n Max.M allow 81.02 Reactions... @ Right 0,000ln fb 1,676.74 psi fv 109.13 psi Left DL 5.33 k Max 14.65 k Fb 2,248.48 psi Fv 240.00 pal Right DL 3.44 k Max 9.90 k Deflections �- ---� ---�- 4- _ -- -- Center Span... Dead Load Total 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 1,355.6 474.98 Right Cantilever... Camber(using 1.5*D,L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.285 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In .* ,� I I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: seocaa �- Page 2 Ueer.KwA803803 Ver88.0.1-Deo-2D03 General Timber Beam (0)1483.2003 ENEt�CALC Engineering Softwara t-162.awtCa'ru'n6ons a �sr maeiv�css^arc�a� .c�rc r �srs�r�ecs Description 11 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.422 In3 Area 116.313 In2 Cv 0,937 Rb 0.000 Cl ####.### Max Moment 9M Reed Piiowabie% @ Center 66.82 k-ft 303.23 In3 2,246.48 psl @ Left Support 0.00 k-ft 0.00 in3 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 60.406 in2 52.435 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 14.65 k Bearing Length Req'd 4.398 In Max.Right Reaction 9.90 k Bearing Length Req'd 2.973 In _, n I I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: user.xwaso3aoa,vere.e.o,1-Dec-2oai General Timber Beam Page 1 {c)19e3.2003 ENERCALC Engineoring 8onware 1-162 acrr Cal;,W on3 Description 12 General Information - Section Name 3.125x12 Center Span f 6.00 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 Pin-Pln 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.Pcsltive 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 @ Fight 2.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.3071n Max.M allow 17.25 Reactions... @ Right 0.0001n 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 -� Rli 4�wtPP4fi !Center Dead Loyd Total Load Left Cantilever.,. Dead Load Total Load Deflection -0.2051n -0.5461n Deflection 0.000 In 0,000In ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5"`D.L.Defl)... Deflection 0:000 In 0.000 In @ Center 0.307 in ...Length/Defl 0'0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs - Bending Analysis P� Ck 20.711 Le 0.000 ft Sxx 75.000 ln3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx a '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 1n2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.40 k Bearing Length Req'd 1.f82 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 In • J Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Ray. 560004 user.Kw-08owo3,ver 5.8.o,1-oac-2ow General Timber Beam Page 9 (01083.2o03 ENERCALC Eng neer1ng Software 99-162,ecw Calculalfona Description 13 General Information Section Name 4x10 Center Span 17.00 ft . .. .Lu 0.00 ft Beam Width 3.500in Left Cantilever It Lu 0.00 ft Beam Depth 9.2501n Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No,1 Fb Base Allow 1,360.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=17.00ft,Beam Width=3.500in x Depth=9.25In,Ends are Pin-Pin Max Stress Ratio 0.559 : 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 1.4 k Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.500 ft Shear: @ Left 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 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 0.3431n Max.M allow 7.75 Reactions... @ Right 0,0001n 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... pead Load Zotal Load Left Cantilever... Dead Load I Load Deflection -0.229 in -0.611 In Deflection 0.000 In 0.000 in ...Location 8.500 ft 8.500 ft ...Length/Defl 0.0 0.0 ...Length/Dal 891.0 334.13 Right Cantilever... Camber(using 1.6`D.L.DO)... ' 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 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 C1 1020.000 Max Morner1[ Sxx Req'd Allowable fb @ Center 4.33 k-ft 27,92 In3 1,863.00 psi @ Left Support 0.00 k-ft 0,00 In3 1,863.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,863.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.40 k 1.40 k Area Required 7.137 In2 7.137 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.02 k Bearing Length Req'd 0.466 in Max.Right Reaction 1.02 k Bearing Length Req'd 0.466 in 1 +II 1 I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Ray. 660004 Us* r.KW40603603.verSAO,,-ooc.2ooa General Timher Beam Page 1 f (c)1963-2003 ENERCALC Engineering SoRwaro 11-162.emcalruletiona ast�ta>�aa Description 14 General Information Section Name 4x10 Center Span 6.00 ft .....Lu 0.00 It Beam Width 3.5001n Left Cantilever ft . . . .,Lu 0.00 ft Beam Depth 9,2501n 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 ksI Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 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 O.OQ k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.026in Max.M allow 4.37 Reactions... @ Right 0.000 in fb 525.81 psi fv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,050.00 psi Fv 170,00 psi Right DL 0.53 k Max 1.46 k Deflections Center Span... Dead Load Total load Left Cantilever.,. Dead Load Total Load_ Deflectlon -0,017In -0.047 In Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ..,Length/Defl 0.0 0.0 ...Length/Deft 4,210.2 1,524.67 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.026 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs - -- -- - ------ ----- ----- Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1457.999 Max Moment Sxx Reg'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 i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev 580004 Page 1 u6e'.KW-C8e36e3 Va`5.80,1-Oec-2003 General Timber Beam(c)1983-2003 FNEkAL.0 EnglnWrg Software t 1-162.ecw:C8Wa6ons Description 15 General Information -- Section Name 4x8 Center Span 3,00ft Lu 0.00 ft Beam Width 3.500In 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 FcAllow 625.0psi E 1,300.0 ksl Full Length Uniform Loads Center DL 196.00 Oft LL 355.00 #A Left Cantilever DL Oft LL #/ft Right Cantilever DL Wit LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.5001n x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.213 : 1 Maximum Moment 0.6 k-ft Maximum Shear* 1.5 0.7 k Allowable 2.9 k-ft Allowable 4.3 k Max,Positive Moment 0.62 k-ft at 1.500 ft Shear. @ Loft 0.83 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0041n 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 0.99 k.... . ..Max _ 0.83 k Deflections -- Center Span... Dead Load Total Load Left Cantilever... Deed Load Total Load Deflection -0.002 in -0.007 in Deflection 0,000 In 0.000 In ...Location 1.500 ft 1.500 ft ,..Length/Deft 0.0 0.0 ...Length/Doff 14,562.4 5,180.11 Right Cantilever... Camber(using 1,5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.004 in ..,Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 30.661 In3 Area 25.375 in2 CI` 1.300 Rb 0.000 Cl 826.500 Aax Moment Sxx Req'd Allowable fb @ Center 0.62 k-ft 6,54 In3 1,137.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,137,50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 4.376 In2 4.376 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reactlon 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 Description Scope: Rev 580004 Uaer,KW-0603803 Ver 5.B.a, -Dec-zoos Page 1 (c)19932oo3ENEf�CALCEn ineorin So(Nvare General Timber Beam 8 g Description 16 General Information Section Name Prllm:3.5x9.25 Center Span 8.50 ft ... .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ... ..Lu 0.00 ft Member Type Manuf/So.Plne Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psi Load Our.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksl Full Length Uniform Loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #Ift LL #Ift Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 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 Loc 3.000 ft #2 DL @ Left 70.00 #/ft LL @ Left 280.00 #/ft Start Loc 3,000 ft DL @ Right 70.00 #/ft LL @ Right 280.00 #/ft End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth=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.Poskive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3.26 k Max.Negative Moment 0.00k-ft at 0.000 ft @ Right 3.16k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0571n Max.M allow 12.06 Reactions.,, @ Right 0,0001n fb 1,628.53 psi fv 123.65 psi Left DL 0.65 k Max 3.26 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 Load Left Cantilever... Dead Load Total Load Deflection -0.038 in -0.191 in Deflection 0.000 in 0.000 In ...Location 4.260 ft 4.250 It ...Length/Defl 0.0 0.0 ...LengthlDefl 21668.7 533.75 Right Cantilever.., Camber(using 1.5*D.L.Defl)... Deflection 0.000 In 0,000 In @ Center 0.057 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 ov: 660004 - - -- Page 2 War.KW0603603 Ver5.6.0,1-0ao-2003 Genera! Timber Beam(ei1963.2003 ENEACALC Engineering Sofivaro 11.162.ncrCaiw!o11__ Description 16 Stress Caics Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.91110 Area 32.375 in2 Cf 1.000 Rb 0.000 Cl 3257.903 Max MomenS Sxx Read Allowable fb Q Center 6.77 k-ft 28.03 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,900,00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 in2 13.496 In2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 3.26 k Bearing Length Req'd 1.432 in Max.Right Reaction 3.16 k Bearing Length Req'd 1.389 In i i i �I i i • .a Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 580004 User.MN-0803603,Verb.8.0.I-aoc2063 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 11-62.a w Culc iu+la^s ��asssssis�.sAro�r.'am.,�u Description 17 General Information Section Name 4x10 Center Span 10.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Flxlty Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 115.50#/ft LL 192.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.00ft,Beam Width=3.5001n 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 3.85 k-ft at 5.000 ft Shear @ Left 1.54 k 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 6.02 Reactions... @ Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54 k Fb 11207.50 psi Fv 195.50 psi Right DL 0.58 k Max 1.64 k Deflections Center Span... Dead Load Total Load Left Mtilevor...� 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/Deft 1,385.7 519,65 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.130 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 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 1539.999 )\flax Moment Sxx Req'd Allowable fb @ Center 3.85 k-ft 38.26 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,207.50 psi ShearAnalysls @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 in2 W.020 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.54 k Bearing Length Raq'd 0,704 In Max.Right Reaction 1.54 k Bearing Length Rsq'd 0.704 in Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope: . Rev: - - User KW-0603603.Ver5.80,1-Dec-2003 General Timber Beam Page 1 (c)lW3-2003ENERCALC Engineering Software �2,ecu Calcutatlone .. - .,...ur1>�-�irrtr.:^crsst�sit�.rxsffGsartr, Description 18 General Information =Vim Section Name 4x6 Center Span 5.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . ..Lu 0.00 It Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1,150 Fv Allow 170.0 psi Beam End Fixity Pin-Pln Fc Allow 625.0 PSI E 1,300.0 ksl Full length Uniform Loads Center DL 94.60#/ft LL 157.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary - - - a Beam Design OK Span=5.00ft,Beam Width=3.500in x Depth-5.5in,Ends are Pin-Pin 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 it @ Right 0.63 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0321n Max.M allow 1.92 Reactions.,. @ Right 0.000in fb 535.54 psi fv 40.45 psi Left DL 0.24 k Max 0.63k Fb 1,308.13 psi Fv 195.50 PSI Right DL 0.24 k Max 0.63 k Deflections Center Span... Dead Load Total Load Loft Cantilever... Dead Load Total Load Deflection -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 ...Length/Defl 2,848.3 1,068.11 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.032 in .,,Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs 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 Req'd Allowable fb @ Center 0.79 k-ft 7.22 in3 1,308.13 pal @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psl @ Right Support 0.00 k-ft 0.00 in3 1,308.13 pal 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� I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rer 58W04 User:KW-0603603,Ver5.8.0,1-0ec-2003 General Timber Beam Page 1 (e)1983-7.003 ENERCALC Ena:neering Software 11.102.oew.Celalerloee Description 19 General tnf irmation Section Name 4x10 Center Span 4.00 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 Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 pal 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=9.25in,Ends are Pin-Pin Max Stress Ratio 0.229 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 It Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @Wight 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0031n Max,M allow 4.37 Reactions... @ Right 0.0001n 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 TotalLoad Deflection -0.002 in -0.010 In Deflection 0.000 In 0.000 In ,..Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 25,008.4 5,001.67 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Banding Analysis Ck 31.260 Le 0.000-ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1000,000 Max Moment Sxx Rea'd Rea' Allowable fo @ Center 1.00 k-ft 11.43 In3 11050.00 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 pal 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 user KW08036W for5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)198'3-2003 ENEIiCALC Engineering Software 11-1e2.ocw:Cakulallons a5nax ztc*xa¢s� .�t �z xt.cs fc a Description 20 General Information Section Name 4xio Center Span 4.00 It ... . .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 b.00 it Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 FvAllow 170.0psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full length Uniform Loads Center DL 149.00 Wt LL 438.00 #/ft Left Qantllever DL #/ft LL #/tt 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 0,268 ; 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 psi Right DL 0.30 k Max 1.17 k Deflections Center ea...S an as p Dead Load Loa Left Cantilever... D�aa 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/Deft 0.0 0.0 ...LengthlDefl 16,784.1 4,274.94 Right Cantilever,.. Camber(using 1.5 D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.004 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Cales Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area •32.375 In2 Cf 1.200 Rb 0.000 CI 1170.000 bl Moment Sxx Read Allcv�at iz fk� @ Center 1.17 k-ft 13.37 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1,08 k 1.08 k Area Required 6.359 in2 6.359 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.17 k Bearing Length Req'd 0.535 In Max.Right Reaction 1.17 k Bearing Length Req'd 0,535 in .: Y Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope • Rer. 5t30004 User.KW 0603603,Var5.0.0.1-0oc-2003 General Timber Beam Page 1 (cJ1903 2003 ENERCALC Enpirtearirg Software 11-162.eemUculaflona Description 21 General Information Section Name 4x10 Center Span 4.00ft .....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 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 Fu[I Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/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 Pln-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 It Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. a Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.009ln Max.M allow 4.37 Reactions... @ Right 0.000in fb 462.58 psl 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 Loft Cantilever... Dead Load Total 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/Deft 7,766.6 2,699.62 Right Cantilever... Camber(using 1.6"D.L.DO)... 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 CI 1923.999 Max Moment xx Re 'd I�aw ba Ie fb @ Center 1.92 k-ft 21.99 ln3 1.050.00 psi G Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10.458 in2 10.458 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.880 in � :�: I Title; Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope Rev. 680004 - - - - -- - Uner.IMI-0803603 Ver5.8.0,1-Dec-200303 General Timber Beam Page 1 (o)1883.20 ENEACALC Engineering 3ottware 11-162.8MCalculallons i6S�iF�wm7te¢ix4.. .. •xi.fli!^.m Description Floor Joist Above(2)-Car Garage General Information Section Name 2-2xl0 Center Span 17.50 ft .. ...Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft ....Lu .000 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 Our.Factor 1.000 FvAllow 180.0psi 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 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL #Ift Summary L 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 0.8 k Allowable 4.5.k-ft Allowable 6•0 k Max.Positive Moment 2.56 k-ft at 8.750 it Shear: @ Left 0,59k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0,59k Max @ Left Support 0.00 k-ft Camber, @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.127in Max.M allow 4.51 Reactions,.. @ Right 0,000in ft; 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 Defiections M Center Span... Dead Load Total Load Left Cantilever... Dead,t oad Total Loa Deflection -0.085 In -0.420 in Deflection 0.000 In 0.000 In ...Location 8.750 ft 8.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,479.8 499.61 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection O.D00 in 0.000 In @ Center 0.127 In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs ems• -- -- ------� Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 In3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 686.250 Max Moment Sxx Read 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 160.00 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 k I .; Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope: RevUser, - (c)19 K-2003 E 03,ver C En I-DGneeri V 03 General Timber Beam Page 1 (c)1983-2Q03 ENERCALC Englneeri!tg Sohwere 11-18�ecwCnlwlaticns Description Main Floor Joist gi General Information -- Section Name 2x10 Center Span 12,50 ft ... ..Lu 0.00 It Beam Width 1.5001n Left Cantilever It . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fb Base Allow 860.0 psi Load Our.Factor 1,000 Fv Allow 160.0psl Beam End Fixity Pin-Pin Fc Allow 405.0 psi Repetitive Member E 1,300.0 kei Full Length Uniform Loads Center DL 13.50#/ft LL 53.50 #/ft Left Cantilever OL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.50ft,Beam Width=1.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.683 : 1 Maximum Moment 1.3 k-ft Maximum Shear* 1.5 0.6 k Allowable 1.9 k-ft Allowable 2.1 k Max.Positive Moment 1.31 k-ft at 6.250 ft Shear: @ Left 0.42k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.42 k Max Q Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0,066in Max.M allow 1.92 Reactions,.. @ Right 0.000 In fb 734.11 psi iv 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... Dead Load 7o,aLLoad Left Cantilever... Dead Load Iota I:oad Deflection -0.058 in -0.286 in Deflection 0.000 In 0.000 in .,.Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,601.5 524.18 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.086 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs -- �-- Banding Analysis i 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 Momen; Sxx Reo'd Allowable fb @ Center 1.31 k-ft 14.60 in3 11,075.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,076.25 psi Q Right Support 0.00 k-ft 0.00 Ina 1,075.25 psi Shear Analysis @Left Support @Right Support Design Shear 0.55 k 0.55 k Area Required 3.685 in2 3.685 in2 Fv:Allowable 150.00 psi 150,00 psi Bearing @ Supports Max.Lett Reaction 0.42 k Bearing Length Req'd 0.689 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 in i cn cncncD ° o 0 2 � w�w`A v a� T (� N 1L cn (D _ N N > Z D � � _ � ? cnrn �i ° 5 O0 � ;;oi n c El U? D a p w p a @ m ° mo w 5. a = � m ° r. w e cA v o - o CD y C m o D Isi p ° w y Q g2 o y w C r fA n 13 p N w &� (D k 0 7 a a W O X N 0 W p C 5' r��a o y CL Q u°i v Cr o z y� D Z -n D N ] 3 w m a a c°i N O g m v�i j O cn r cr N = rSD y O O x � 0 ;CO'! c z BW m O �2 °O ao 9p W Dp ^ p Wydm d� i ran Q 90 to a vn O v MEp W a �• D. O (D O O �, C C N rr cui � iQw7 (D N = N N a c � NN C) a N o y o Cl) C: c ° cl; ? � z yow 00 a aco rn m w " oo — �n  .. cn � w arc (C7 cr rtm z como o, ° ° cw mho O O 3 v z m o N en ya N a = n n m m CD D Cl N N o w my a roi N N m 03 6) 3 3 po a0 Po = Q BID P Q 1vo to " r— M OL zz CaP o fn a 2 O �' v a d Z � 0 M /A ? n r- 0 v f 00 o°n O N � m D w m w o, � c r- o tea ° ° M m N � DO rn a cm -0 a. fn z :U m v� � CD m ^o :� tl `/C x 0 o w (A D 5; O v Z-m a X > "v ui vi x P zi5"N, 9 -DD1 o v 131c rn o D Z P pm to 0 m p C) 0) 9 m c N !i ��� REED & ASSOCIATES, PS Civll&Structural Enginecring 8311 212th St.SW,Edmonds,WA 98026 ' Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2009 EDITION, OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS ROOF: DEAD=15 PSF FLOOR: DEAD= 10 PSF WALL: DEAD=10 PSF SNOW=25 PSF LIVE=25 PSF LIVE=40 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED,GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR;DIAMETERS. WELDED WIRE.FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x_AND GREATER): DF-L#2 JOISTS/STUDS(2x,: HF#2 I STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WAWA 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 Old AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23132"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND 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, lw= 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 SETS. FORCE RES. SYS, A.13. SR1 =0.43 DESIGN BASE SHEAR= 10613 Ibs CS=0.13 SIMPLIFIED METHOD R=6.5 i Ji I SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN q2RO0F FRAMING PER PLAN x LEDGER (OR 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 2❑❑F SHEATHING PER PLAN �ROOF SHEATHING PER PLAN TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINUOUS (3)-16d EA. STUD (3)-1SOLI EA. STUD (3)-16d EA. STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL rl-- LOW ROOF SHEAR TRANSFER, TYPICAL SCALEi NTS SECTION VIEW BOUNDARY NAILS PER PLAN SHEATHING PER PLAN-----,, MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE TOP PLATE 16d PER SW SCHEDULE CONNECTION BASE PLATE CONN, 16d PER SW SCHEDULE BASE PLATE CONN. 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN ROOF DIAPHRAGM TO INTERI❑R SHEARWALL SCALE, NTS SECTION VIEW i SW, PER SCHED,---- 16d BASE PLATE 8of PER SW, SCHED. NAILING PER SW. SCHED, EDGE NAILING F"LR, SHEATHING (3)-10d @ JOIST PER PLAN & DIAPHRAGM 2x JOIST DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12"O,C. STAG'D @ 24"O,C, NOTE: FOR FLOOR DIAPHRAGM NAILTNG SEE STRUCTURAL NOTES r3-- SHEARWALL PARALLEL W/FLOOR JOIST SCALEi NTS SECTI❑N VIEW ,F r NO i SW, PER SCHED.----*-, 16d BASE PLATE 8d PER SW, SCHED, QUAILING PER SW, SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLANA INTO JOIST L /-2x JOIST VSOLID BLK'G PER PLAN @ SHEARWALL NOTE; FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES q SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G EDGE NAILING @ SHEAR WALL @ 24"O,C, (3)-10d @ JOIST & DIAPHRAGM 1 A3S PER SW SCHED, 8d PER SW, SCHED, -/ EDGE NAILING 2x JOIST PER PLAN SHEARWALL PER PLAN NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 5 SHEARWALL PARALLEL W/FLO R JOIST SCALD NTS SECTION VIEW IN'. 1 1 R-10 IN5.@ THERMAL BREAK 2X 5TUDS t 6"OIG (HEATED AREAS ONLY) 4"CONC.SLAB COMPACT FILLISAN0 X'X10"A.D. PER PLAN EMBED l" W/3"x3"x114"5QR.Y`lA5HER5 } 6"MIN .. '• . ..!�. _"����.-O�hIl-�..... (1)#4 BAR, CON T.5"FROM #4 5AR HOOKED vERT' @ 48"O.G. ALIGN w/FTG (1)#4 BAR CONT. � TYP. 6" FDN ,V`�ITH SL,�B TQ Fes'• � i it R-71 INSUL. 2X6 STUDS 16"OlG\ 112"GWH 112"GV`tB FLOOR SHEATHING 4"GONG.SLAB GLUED&NAILED COMPACT JST. PER PLAN r�� FILL/5AND F I 4,X'`C10"A.B. PER PLAN R-30 EMBED 7"url3"53"x114" In INSULATION 50R.VgA5HERS a d .7!"y (1)#4 BAR,GONT.HORIZ: I I b„6 MIL VAPOR 5"FROM TOP OF WALL I I `;�: B.�RRiER #4 BAIL HOOKED VERT.@ 45"O.G._ ,' I.� a71!• � (1)#4 6AR CONT. -- j ,.:;.'•.. �_7'Yf'. 6" FDN DOUSE TD �RR,�G� I I R-21 INSUL.I-- k112"cma OOR 5HF.ATHING 2 STUDS 16" UED& NAILED 7116"055 SHEJOIST PER PLAN SIDING PER'x1 a"A.B. PE:Iz r�L -�a EMBED l"w/3"x3"x114INSULATION 50R.WASHERS FINAL GRADE s .n� (1)#4 BAR,GONT.HORIZ. 5"FROM TOP OF b MIL VAPOR z :' —•_ «'r: BARRIER f #4 BAR HOOKED YERT.@ 48"0.6! ��!1. ,;�•; - (1)#4 BAR GONT. 1�„� +� I JOISTS PER PLAN BLOGKANG AS REA, R-30 IN5UL. 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P�Oak,LDAT�,CK1 PLCLO 124-A m L I—I6a ti Duct testing Calculator (New Construction) 8 0it.2- House address or lot #: , Conditioned Floor Area: 07 - Duct tester location: N'' D 0_0 Pressure tap location: Ring (if applicable): open 1 2 3 At Rough-in (Total Leakage) Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present < 56 CFM25 per 100 sf of CFA 06 X �----CFA — -CFMzs Air Handler not Present 04 X CFA <_ CFM2s 5 4 CFM25 per 100 sf of CFA Post Construction Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present (Total Leakage) 08 X _ _ _CFA 5 CFM21 5 8 CFM25 per 100 sf of CFA Air Handler Present (Leakage to Exterior) 06 X _ CFA < CFM 2-1 <_6 CFM25 per 100 sf of CFA 1. Test results must comply with onftf the Standards options. 2. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Standard Tested Calculated Test Result CFM50 ((AWZ—CFM50 X 0.055) - (';O? CFA X 144)) = SLA ' 0.00030 SLA it Z .6(o __ divided by 44'2346 = SLA SLA =, 2.'Z. 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 CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area i 4r �` a. rim, C.I . � ° LN ,7� 4d�k to n CD F—j — 1/ Q fCS�S 71---------------JJ-j— I ` ----- -------------- , �._ 6 QP I , 17 0 rn ' ` `f _ EEI Ali?_ fi Q - - - - - - - - - to O s E I I 3 a H H � � r s Li LijEl ® i i H f rn , Hr HH rn LY , Z zC M m X � O � N rn70U -0-0 rn rn Zj o z � � < rn 3 rn N rn z A -i M C3 `t'n m O z m u ® m A m m { <NAM -- rr nn /�/li�Jy+ S t�1 tQ tife 91 91 P. W N 7- tp t7Ah � OcnA ° O Tin c3 f a-n cN'. 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