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HomeMy WebLinkAbout17605 82ND DR NE_BLD20120084_2026 P _ BUILDING INSPECTION REPORT Gt v o Permit No.4gLq.�_U(lc)O&q Address: / 76a6S 92,,kJ D�e/Y.- Contractor: 7,ficoe f6symo VW Fit1NG-V Owner: rr c t 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 Inspector: Date: 2- ® Under-floor ® Framing ® Gas Piping ® Footing _4fCrywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: U BUILDING INSPECTION REPORT G 1 v o� Permit No. -6 J ?, j og- f' Address: , �7(p0 157 k Z r) Contractor: _ �G►N C.y r e, Owner: ( L n Date: q -1 Z f 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 Inspector: Dater` /_z ® Under-floor ® F aming ® Gas Piping Ell Footing rywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: BUILDING INSPECTION REPORT �1TY c�^ Permit No._�Z Address: (�D� ga "d DID /VF �.pttNG,�0 Contractor: Encpt-C. Owner: EYIC'a t� Date: — )�- j7GkOVAL 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: L -� Date: ® Under-floor Wraming )<Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork 'Mechanical ® Grid ® Struct. Slab ® Wood Stove prRough-in ® Final ® Masonry ® Drainage XInsulation ® Other: P�k BUILDING INSPECTION REPORT Y r r Permit No. /3 LD -2—()12 UU F Y Address: 7 p� Contractor: �rNG� 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 Inspector: Lam_ Date: ��-7&2- EP Under-floor ® Framing O'das Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove high-in ® Final ® Masonry ® Drainage ® Insulation 0 Other: i I � CITY OF ARLINGTON \ </ 238 N.OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE:(360)403-3551 BUILDING PERMIT Address:17605 82ND DR NE,ARLINGTON Permit#:BLD20120084 Parcel#:01047900004100 Valuation:$346,000.00 APPLICANT CONTRACTOR ENCORE HOMES INC ENCORE HOMES,INC ENCORE HOMES INC DB JOHNSON KEITH HOYER DB JOHNSON 1801 GROVE ST UNIT B 1801 GROVE STREET,UNIT B 1801 GROVE ST UNIT B MARYSVILLE,WA 98271 MARYSVILLE,WA 98270 MARYSVILLE,WA 98271 Lie#:ENCORHI914NS Exp: 8/30/2013 PLUMBING CONTRACTOR MDCI�ANICAL CONTRACTOR SOUNDVIEW PLUMBING SOUNDVIEW PLUMBING 5917 195TH ST NE#3 ARLINGTON,WA 98223 Lie#:SOUNDVP033NF Exp:6/13/2013 Lie#: Exp. SINGE FAMILY RESIDENCE PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLINGUNITS: 1 OCC GROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/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 an fd�coded Cit of Arlington 10 10 1. L12,- _ 3 Z ynature Print Name Date Released By Dat ARCHIVE Q APPLICANT ASSESSOR a OTHER 4 � � � _ ,� IJ' i 3 �ik*i�lift � � �_ BLD20120084 CONDMONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUC110N ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.)WILL REQUIRE SEPARATE PERMISSION. • Per EA-Water Utilities • Replace the brass fitting on the tail peace. PERMIT FEES Date Description Fee Amount Paid Balance Due 3/5/2012 Plumbing Permit Fee $217.00 $0.00 $217.00 3/5/2012 Mechanical Pern-iit Fee $110.00 $0.00 $110.00 3/5/2012 Building Pernut Fee(QTY.- 1) $3,038.88 $0.00 $3,038.88 3/5/2012 Building Plan Check Fee(QTY. 1) $1,975.27 $0.00 $1,975.27 3/5/2012 State Building Code Surcharge(QTY. 1) $4.50 $0.00 $4.50 Total Due: $5,345.65 $0.00 $5,345.65 C.A L.L FOR INS PEC'IIONS BUILDING/FNGINEFlUNG/PARKS/UI'ILUIES/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 i BLD20120084 (PT-LIVE) - Pel;nit rax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT M BLD20120084 OWNER: ENCORE HOMES INC-JOHNSON, DB STATUS: APPLIED y ADDRESS: 17605 82ND DR NE,ARLINGTON BALANCE: $0.00 AISSUED: CREATED: 3/2/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS I PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 2000 C-Building I CYOUNG 3/9/2012 0 Y N Assign Remove 2008 C-Community Development I BFECHT 3/9/2012 0 Y N Assign Remove https:Hcoapermits.arlington.local/PermitTrax/Module_Permits/Permits_Permit/Permit Revi... 3/2/2012 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: 0 Plumbing Mechanical 1 1 Project Address: t 7 b flS B z,-j Dr) /V- � Parcel ID#: 0104790000 00 Lot#: 4 1 Subdivision: Magnolia Meadows P ff Z Project Description: New Single Family Residence Valuation: Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contact Person:Keith 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): 1st Floor: 1437 2nd Floor. 1635 Yd floor: Deck: Garage/Carport: 785 Basement: Project Valuation: Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contractor's License Number: 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 a Eve information is correct and that the construction on, and the occupancy and the use of the above- described property lol b n accordance with the laws,rules and regulation of the State of Washington. 9/26/11 plicants Signature Date Keith Hoyer Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received i i RESIDENTIAL PERMIT ` SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360) 403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (including Rough Ins Plumbing Fixtures Accessory Main Unit#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 3072 Vt 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 ill be in accordance with the laws, rules and regulation of the State of Washington. 9/26/11 licants Signature Date 8 I 1 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 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: Date: 9/26/11 On/owner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 n . 'r 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 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 ED Addition/Alteration Project Description: New Single Family Residence Project Address: 4-7 b O j Z Z b," N. I' Parcel ID#: 0104790000 'i I 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 Fix. (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as Owner City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool ❑ Other Authorized Signature: Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other Inspection Required: YES ❑ NO ❑ RESIDENTIAL 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: 6-7(,03, /U Parcel ID#: 0104790000LI1100 1 Magnolia Meadows Lot#: Subdivision: Project Description: New Single Family Residence Owner' Encore Homes,Inc Phone Number (360)659-1579 Address: 1601 Grove St.Units City. Marysville State: WA Zip Code: 98270 Contact Person:Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Please List quantity of fixtures below: Elec�rZ 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 1OK CFM FIREPLACE INSERT BOILER UP TO 16-30 HP AIR HANDLING OVER 1OK CFM VENTILATION SYSTEM VEAT PUMP T VENTILATION FANS OTHER ENT HOOD DOMESTIC INCINERATOR ALL OTHER UNITS FREESTANDING STOVE Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1601 Grove St.unit B City: Marysville State: wn Zip Code: 90Z70 Contractor's License Number: Expiration: 8/13 1 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 Applicants Signature Date Keith Hoyer Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY L 4 ZON20120038 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 - . DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120038 x,\. OWNER: ENCORE HOMES INC-JOHNSON, DB STATUS:APPLIED ADDRESS: 17605 82ND DR NE,ARLINGTON ! ' I BALANCE: $0.00 i � ISSUED: ` CREATED: 3/2/2012 SCREENS: Select Screen. . - FUNCTIONS: Select Permit Function... L- - BLD REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 1002 P-Engineering I MHAYES 3/6/2012 0 Y N Assign Remove 1014 P-Public Works I LTAYLOR 3/6/2012 0 Y N Assign Remove 1016 P-Public Works II LPETER... 3/6/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 3/6/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA.. 3/6/2012 0 Y N Assign Remove 1028 P-Water EANDE... 3/6/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 3/6/2012 0 Y N Assign Remove 2008 C-Community Development I BFECHT 3/6/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 3/6/2012 0 Y N Assign Remove 2014 C-Planning I THALL 3/6/2012 0 Y N Assign Remove https:Hcoapermits.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Revi... 3/2/2012 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: n1Tff Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes, Inc. Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360659-1579 G (C) (425)220-5223 1. Please check one: ✓� a. Single-family dwelling ✓� b. Duplex C.Addition @ d.Accessory structure 2. Proposed Dimensions: W) L) �r� H) <35' Total SF)__,_ _ 3. Allowed Lot Coverage: Total Lot Size 10 59-7 SF x 35% _ ��`.'�J SF 4. Actual Lot Coverage: (SF of all structures) 2 4 Z - 10, S97 (lot size) _ 2 % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12" diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New single Family Residence OFFICIAL USE ONLY PROPERTY ZONED APPROVED F-1_ DENIED_ DATE INT MAR, 01 2012 C0A PERMIT CENTS ZON :Z0 I -Lo03 9 i Site Information: Impervio_ Surface: 17605 82nd Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #:01047900004100 Total: Sq. Ft. Unit Size: 10,597 S.F Legal: Magnolia Meadows, Div1, Phase 2 Lot 41 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. 6. Armored Construction Entrance. 7. Parking pad concrete /driveway gravel 82nd Dr. N.E. Setback Notes: 20. 17 Front Setback 20' - — - Driveway length 22' Side / Rear Setback 5' 10, U - - V25 Ht. 35' No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O 00 � (true corner closer to road) U' LOT 41 N 10,597 SQ. FT. Oft. 12ft. 20ft. 40ft. 0 ( , 112.51 ' (6 ; N 52' 32'+/ N , o is i v- 10' -v cn a W cn i -4 - To! , LO Cn m tea5, vn CP N cQ a) c-- CC CD ti �45' PDE I _ 2c� N �� /W038 i ------ --15' Public Sanitary Sewer Easement ----_ � ��'® -- N 13 MAR, 01 � 012 ! 2.32' COA PERMIT 1tiTl"I; 1 Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer �{.� 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 * 1: ❑✓ 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) [ 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. 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 - ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington- 238 N Olympic Ave. -Arlington,WA 98223 - Phone(360)403 3551 - FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects_ 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) 8. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18" X 24", or maximum 30"X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington•238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 •FAX(360)403 3418 have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑✓ SITE PLAN — REQUIRED WITH ALL SUBMITTALS 1 Two (2) complete sets of plans on 8.5"X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. ❑✓ FOUNDATION PLAN (Minimum '/4" Scale) 1. Show north direction 2. Indicate front street (and side street if corner lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7 Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 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.) Notel Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. ❑✓ FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 i RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arington,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 V apart; handrails are to be 34" to 38"from nose of the tread and to be returned. Show any fire blocking, landing sizes. Specify one-hour fire resistive construction for any usable space under the stairs. 6. Show a section detail for any fireplace, including the hearth and hearth extension. Include dimensions, materials, clearance from combustibles, height above roof, reinforcing, seismic anchorage and foundation details. E. ❑✓ STRUCTURAL NOTES 1. Specify all design load values, including dead, live snow, wind, lateral retaining wall pressures and soil bearing values. 2. Specify minimum design concrete strength, concrete sack mix and reinforcing bar grade. 3. Specify the grade and species of all framing lumber. 4. Specify the combination symbol (strength) of all GLU-LAM beams. 5. Specify all metal connectors, including joist hangers, clips, post caps, post bases, etc. 6. Provide details showing the complete load path transfer at roof perimeter, interior shear walls, cantilevered floors, off-set shear walls and ceiling diaphragm to shear walls (if used). 7. Provide a shear wall schedule noting nail spacing, blocking, bolts, top and bottom plat nailing. 8. Locate all hold down straps on the drawings. F. ✓I STRUCTURAL CALCULATIONS 1. Provide two (2) sets of structural calculations if prepared by an engineer or architect registered with the State of Washington. (Not required if using Prescriptive Design Approach from the IRC/IBC.) G. 0✓ ELEVATIONS 1. Show elevations views of each side of the structure; provide finished floor level for each floor. 2. Show existing and proposed grades. 3. Show the maximum building height. 4. Show the maximum site slope. 5. Show all roof overhangs and any chimney clearances from the roof. 4 i ANIL 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. ✓� 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 1 ' o o � C r o Q° `flrri �o c o a N Ul rt 00 00 ~ z V C� O O d 0 x � y cn H It y d � o z > �`�� z o rO �>z r � d d o zd d ° d � m It cn n a n n ITIn ry O C r z r M d CD n x N ° CD z Q f- Jul 02 2012 10: 04nm Sound View Plumbing 360-658-6023 P. 1 lk'119j -All. --k •- )4"F 06979 3/2812012, Y""P, `4 ENCORE HOMES !�J I I ;MAGNOLIA MEADOWS 41 3o72 -'M P�ING�TON I'T IF7605 82ND DR NE V-1 16032 DROP INNON JETTED WHT MOEN 4 3 W/1 c I Tk' SCO SHOWER STALL T/E W/I MOEN MTL 192 CHROME C' 3 WHITE WOOD 'A'.C F.T14 CHINA WHITE it':i.A 4Zi6412 1CHROME I SS DOUBLE B01UM W1 I CFG 40519 CHROME 1- 1/3 GARBAGE DISPOSAL R'kN,'T 1140 GAL MAT GAS ^.fl it'll LAUNDRY WASHER(ROUGH-IN ONLY) M)SC 2 I I DISH WASHER(OTHM TOgiAOLI)WE ROUGH-IN AND SET % -:3 F2 HOSE BIBS I WATER SERVICE WE HOOK (OTHERS TO DIG) ........... �1-2-12 BLOWER DOOR 72-12 k Ll LA Monday,JU1Y 02.2012 10:03:22 AM i REED & ASSOCIATES, PS Civil & Structural Engineering o 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 MAR, 01 2012 COA PERMIT CENTER 6U)koa 0U8'Y, NOT VALID WITHOUT A WET 2009 lec SIGNATURE JOB # 11-162 Date Eng # Desc. 5/10/2011 Qing 2 Original Calculation �oELL R AWAStiti O Z EXPIRES 5-27-/2 WENDELL E. REED, PE, C�ECElV 'SEP 2 7 2011 COA PERMIT CENTER F 1. 0-1-VI 16l top- r ,' i �. Lateral Analysis IBC 2009 R&A Job#: 11-162 Description: Plan 3072 Engineer: Qing Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise, [Page numbers] 1603.1 General Design Criteria [3041 Roof Walls Floors Snow Partitions Live Load (psfl 25 40 25 Dead Load(psfl 15 10 10 C 10 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph F 1609)'320] 2. Wind Importance Factor lw 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[47) 5. Components and Cladding design pressure +/-10 psf ASCE 7 6,4.2.1.1[24] 1603.1.5 Earthquake Design Data [3051 1. Seismic Importance Factor IE 1.00 ASCE 7 T 11.E-1(116) 2, Short Period Acceleration Ss 1.25 F1613.5(1)[348] 2. 1-Second Accelleration S, 0.4 F1613.5(2)f350] 3. Site Class D T1613.5.2[341] 4. Spectral response coefficient SDs 0.83 EQ 16-36138(340-2] 4. Spectral response coefficient SDI 0.43 EQ 16-37139(340-21 5. Seismic Design Category D T1613.5 6(1)and(2)1343] 6. Seis. Force Resisting System_ A.13. ASCE 7 T 12.2-1[120] 7. Design Base Shear 10613 Ibs 8. Seismic Response Coefficient Cs 0.13 ASCE 7 EQ 12.8-2[129) 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-1[1201 10. Analysis Procedure used Simplified ASCE 712.14[135) Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 i 1 I I I V n Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4[23) 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[31& T 6-1[77) Height&Exposure Adjustment X= 1.00 ASCE 7 F 6-2(40] Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26], F 6-4[45] Wind Pressures ASCE 7 6.4.2.1 (24J p9=1 Kzt I ps3o 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. (1\)(I.)(ps3o)ASCE 7F 6-21381 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H tOH GOH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8.57 2 4.04 2.75 3.19 2.19 -0.08 -4.45 0.87 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces, Fx ASCE 7F 6-2 f371 End zone distance, 2a,where"a"equals the smaller of 10 percent of least horizontal dimension(I.h.d.)or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D F x- E (p sx'X) x= A Diaphragm (x= 2) Front to Rear Side to Side l.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a (ft) = 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 F-,,,= 7390 Diaphragm (x= 1) Front to Rear Side to Slide 1.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 162 0 243 0 162 1 46 306 1 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4060 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 i Seismic Design !BC 2009 Site Clasification, Criteria Selection & Minitnum Design Lateral Force Occupancy Category II ASCE 7 T 1-1(3J Seismic Importance Factor Is 1.00 ASCE 7 T 11.5-1(116) Seismic Design Category D T1613.5.6(1)and(2)(343) Site Class ❑ T1613.5.2[341) Short Period Acceleration Ss 1,25 F1613.5(1)j34$] 1-Second Acceleration S, 0.4 F1613.5(2)[350] Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[120] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)[341] Site Coeffiecient, Fv 1.6 T1613.5.3(2)(341J Substitute equations 16-36 & 16-37 into 16-38& 16-39 respectively, 2 S DS=3•F a*S s Sos= 0.83 EQ 16-36138 j340-2J 2 S D 1 =3•F V•S 1 Safi = 0.43 EQ 16-37139(340-2] Simplified analysis Seismic base shear ASCE 7 12 14 8 F1411 V= (F SpsIR)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11(141) Vertical Distribution Forces at each level ASCE 7 12.14 8(141) Fx= (wx/W)V Fx= 0.141 X% ASCE 7 EQ 12.14-12[141] Effective seismic weight&Forces Ibs at Level x Diaphragm(x=2) roof area(ft) floor area(ft) story height(ft) wall length(ft) w 2368 0 8.1 171 x Fx= 5986 weight(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area(ft� floor area(ft)I story helght(ft) wall length(ft) w 474 1719 8.1 182 x Fx= 5443 weight(Ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 i Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance w;th Sections 2304-2306. 2301.2.1[451] Structures using wood shear walls and diaphragms to resist 2305.1[466) wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307, Desiqn per Alternative Basic Load Combinations 1605 3 2/309) For worse case effect with wind load, L& S shall be zero. 1605.1[3081 Equations 16-17, 16-18, & 16-19 become, D + wW Where w equals 1,3, W equals Fx of the respective diaphragm, and 1605.3.2[309J D shall be multiplied by two-thirds. For worse case effect with seismic load, L& S shall be zero. 1605.11308J Equation 16-21 controls, 0.9 D+ E/1.4 , substitute ASCE 7 EQ 12.4-1 for E (pQE - 0.2S IDS D) 0.9 D + ,1.4 simplify&arrange variables (0.9 -0.14 SIDS) 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 lbs Force(ibs x=2 6819 9607 x=1 6199 6682 Seismic Design Loads, (p/1.4) F. p= 1.3 A SCE 712.3.4.2[126) Diaphragm Force(lbs) x=2 5558 x=7 5054 Version 7.0 Pg 3.1 Allowable Stress Design Loads For blood - 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•2 + P•w for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D IN x w) h StN MOIOM /—AM cobs w Version 7.0 Pg 3.2 i Wall Line Level O, Segment Tributary loads Wind Seismic A �o'�` p Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) mex 1 2 F-R Wind Seis VD(x+1)[Ibs] % 50% '50% ; 7.50 8.1 2 2 77 -139 VD(x)[Ibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)[Ibs] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2306 max 67 Truwx(x)[Ibs] 208 12 2 2 F-R Wind Seis VD(x+1)[Ibs] VD(x)jibs] VT(x)[Ibs] L v IBC 2305 max TMAx(x)pbs] 3 2 F-R Wind Sells VD(x+1)[Iba] % 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 V 101 83 IBC 2305 max 88 TMAx(x)[Ibs] 379 155 4 2 F-R Wind Sells VD(x+1)[Ibs] /o ;- •" . VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)Jibs] Version 7.0 Pg 4.1 I Wall LineLevel oc Segment Tributary loads Wind Seismic (x) ��v O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) me is ax 1 1 F-R Wind Se[s VD(x+1)[Ibs] 3409.41 2779.17 % 26°/a .'s<'gi»: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 W-( V 134 101 IBC 2305 max TMM(x)[Ibs] 882 354 2 1 F-R Wind Sells VD(x+I)[Ibs] % :50a/o 50% 7.50 8.1 1 1 89 -94 VD(X)[Ibs] 3099.67 2527.15 13.00 8.1 1 1 -79 -289 VT(x)[Ibs] 3099.67 2527.15 24.00 8.1 1 1 -414 -679 L 44.50 44.50 5W-I V 70 57 [BC 2305 max TmAx(x)[Ibs] 89 3 1 1 1 F-R Wind Se[s VD(x+1)jibs] 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)jibs] 4897.25 4296.46 L 48.00 48.00 V 102 89 IBC 2306 max TMAx(x)jibs] 4 1 F-R Wind Sels VD(x+1)[Ibs] ova VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)jibs] Version 7.0 Pg 4.2 Wall Line Level oc Segment Tributary loads Wind Seismic O Fw[dth Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 2 S-S Wind Sells VD(x+1)[Ibs] 4.50 8.1 2 2 245 -133 % 22%`` 22% 4.50 8.1 2 2 245 -133 VD(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 VT(x)[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 6.1 2 2 301 -68 69 TMAx(x)[Ibs] 301 B 2 S-S Wind Sells VD(x+1)[Ibs] % 50% 50% 7.80 8.1 2 2 861 152 VD(x)[Ibs] 4803.5 2779.17 8.00 8.1 2 2 853 143 VT(x)[Ibs] 4803.5 2779.17 11.00 8.1 2 2 742 .13 L 26.80 26.80 SY u V 179 104 IBC 2305 max TMAx(x)pbs] 861 152 C 2 S-S Wind Seis VD(x+1)[Ibs] % 28 7.00 6.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[Ibs] 2689.96 1556.34 12.80 8.1 2 2 -113 -520 L 32.80 32.80 6.00 8.1 2 2 140 -226 VJ-I V 82 47 IBC 2305 max TMAx(x)[Ibs] 140 D 2 S-S Wind Sells VD(X+9)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[Ibs] Version 7.0 Page5.1 Wall Line Level oc Segment Tributary loads Wind Seismic O �c�� O�� Width FHeight wr Fwr]a wf wfa T(x) T(x+1) T(x) T(x+1) Se[s max A 1 S-S Wind Seis VD(x+1)[Ibs] 2113.54 1222.83 % 23 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4.00 8.1 6 1 1604 301 846 169 VT(x)[Ibs] 3650.4 2840.21 3.00 8.1 6 1 1651 301 901 226 L 17.00 17.00 3.00 8.1 2 2 1627 301 873 226 s�--� V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2305 max 226 T.. TMAX(x)[Ibs] 1651 901 B 1 S-S Wind Seis VD(x+1)[Ibs] " 4803.5 2779.17 % 50% 50% 10.00 8.1 1 1 3527 86.1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[Ibs] 8144.5 5306.32 L 20.50 20.50 V 397 259 IBC 2305 max T-2. Tmx(x)[Ibs] 3527 1606 C 1 S-S Wind Seis VD(x+i)[Ibs] 2689.96 1556.34 % --27%`;- :18%: 7.00 8.1 _ 1247 140 355 VD(x)[Ibs] 1804.14 909.775 7.00 8.1 1247 140 355 VT(x)[Ibs] 4494.1 2466.11 &50 8.1 1 1 1303 140 421 119 L 24.00 24.00, 6.50 8.1 1 1 1212 140 314 5Vj-I V 187 103 IBC 2306 max 119 T-I TMAx(x)[Ibs] 1303 421 D 1 I S-S Wind Seis VD(X+1)[Ibs] VD(x)jibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.2 i Shear wall Summary Sheetin Re m'ts Shear Transfer Overturnin Values Wind Sels Max Wind Seismic Wind Seismic 1 -2nd 58 67 1 1 81 66 2 -2nd 3 -2nd 72 88 1 i 1 101 83 4-2nd A-2nd 63 69 1 1 1 88 51 B -2nd 128 #4-7::]04 1 I2 179 104 C-2nd 591 i 1 82 47 D -2nd 1 - 1st 96 101 1 1 1 134 101 2- 1st 50 57 1 I 1 70 57 3- 1st 73 89 1 j 1 102 89 4- 1st l A- 1st 153 226 1 2 215 167 1651 B-1st 284 259 2 6 397 259 3527 1606 C - 1st 134 119 1 1, 2 187 103 1303 D- 1st l SW-1 SW-2 SW-3 SW-4 SW-5 ,SW-6 Sheathing 22 ` . . , (plfl9,. Shear Flow '226 ' 397 1 fi�.: ,.. r 3; I;";� �i�7 k ' (plfl Shear Transfer Connectors - CD= 1.6, Hem-Fir Connector Z{Ibs} 16d Nails 195.2 Ibs 2005NDS T1INr971 10.4 5.9 0.0 0.0 0,0 0.0 16d Slant Nails (v<150plf) 162 Ibs 2005NDS T11N(97] 8.6 4.9 0.0 0.0 I __0.0 .0..0 Simpson A35 Clip 510 Ibs Simpson C-2009[162] 27.1 15.4 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 Ibs Simpson C-2009[1561 22.0 12.5 0.0 0.0 0.0 10.0 Simpson DTC Clip 125 lbs Simpson C-2009(136] 6.6 3.8 0.0 1 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDST1IE[85] 60.1 1 28.5 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11 E[85] 1 73.1 1 41,6 0.0 _ _ 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T11E(851 9o.s 51.7 0.0 0.0 0.0 o.o Page6.1 AM i�V'I/Ml T Do10 l�oo�• FLm�� I,cl�c.e..z p&aa i r�sF QF p =1cPsP CC-r+O =tOPSF= Lid��2Jr PSF L�`�! r.A-QP3r— r.. T L c © L ,�.= 2 c_ c �vF /3.5` 2p25 337 5 F�a.at_. u! C ry �J c, u40�a Iran-Pc �1..W tof To r So 25 PT. 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UPP�t2 i=l..loo� �Q.�{•Mir�1G-r I, Ft -r,15' 7715 41l�5` r oaf= IIV /15.5 1R2�5 Ft�,c r LA5' &eoF r l:: G r' C 4- w M.4?.t ;=L da uvL Ft24M r l G� jjj FLoovt to L Off WALL CY 9:�-ouvr. tail 43(0 p I lj WALL. Roves �' 60 zoo F uw- two 49o ,,,� h�/4+°oti 1Ci,®.a2 ?BTIT , L.= 12.S 1 i f ! � I I IDS V ,z cIs +a5) Fs;: x 14! = 9,6o PL,•F z L ItMLL.. LOAD. Fc r _&&Lme La4D_ C10 4 4-0 PfP x 6'=Soo PVC c' f9m WALL.. L-nA-D h•i C: l45'loc.F x c B/:.)FA Lrh,z)' t- ui x �DTiW Ui i Wr= _ l4-5 r-(,t= x L Vz)'A L 1r2)'= 12q 1 L: Q IQ-r a-L Low D ^ '760 -fil(z -f-30o +12R + l2ol =1620AIF E W � = WT tD WALL u5E �2"x�� FTGr +u/ f�)- �4 Gpa►1T� Ta..1 TE►2 i o+� F�.►.1 t7�17i o�i•.l u4T .= CIO I'DU,IATi'ON LOA-0m 4Clra-,I = ['Z x 2 ::L S PL 'Co-rAL Lam ` W-r r.16 z -+6-7 5 -f- Y� 1 U 95 ta�i- 1JSl f a roJ-r,.QG'r si�a 15= � UCJr-ram._ � 7 W lo�lSp� oS5` _ yu f t�ru.1{_ n h ,,-, ia1 p i i .L►..i�Cl rlr�7 v y> co,�c�, 1=©r.��""i r�.1 Giw V\14 L L- LvA-n Io Pst= C 1'-t��1 )� =16z P4P C. 'FLorm LdzA-D = C VJ r" f 10+4-0 IaS-r- f l o' =Sd 0 Put= R E 145��. >C C /rz .at ( � t a l P n E f ZZ.) ,71[K'S LLsr- d x 2Eva PSr xr4xez.!N'+2,75� )cz7s" 1375-0 '74tio 4 i i 1 I Title: Job# Dsgnr: Date: 12:1410M, 10 MAY 11 Description: Scope Rev: 04 --`- -- - User:KW-06=3,Ver5.8.0,1-Dec.2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering 8oitware 11-162.emcalculatlone Description 1 (RXN) General Information Section Name 3.125x10.5 Center Span 12,00 ft .... .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft . . ...Lu 0.00 ft Beam Depth 10.500In Right Cantilever ft ...Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ks1 Full Length Uniform Loads 4 Center DL 202.50#Jft LL 337,50 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #/ft Summary ------ - - ---- -- - Beam Design OK Span=12.00ft,Beam Width=3.1251n 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 fib 2,031.28 psi fv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections Center Span... Dead Load Total Load Left Cantilever_ Dead Load Tot I 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.DO)... 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 32.813 162 Cv 1.000 Rb OA00 Cl 3239.999 Max Moment Sxx Req'd Allowable f i @ Center 9.72 k-ft 42.26 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.16 k 4.16 k Area Required 15.073 in2 15.073 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.24 k Bearing Length Req'd 1.595 In Max.Right Reaction 3.24 k Bearing Length Req'd 1.595 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rmr. U0004 User.KW-M603,Vor 6.0.0,t-Dec-M03 Page 1 (c)19832003ENERCALCEnqPnooringSoftwaro General Timber Beam 91-1y2 ac,v Calrulaiirn; . Description 2 (RXN) General Information i Section Name 3.125x12 Center Span 17.00ft . . ...Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fit,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #Ift LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 17.000 ft #2 DL @ Left 90.00 #Ift LL @ Left 150.00 #/ft Start Loc 0,000 ft DL @ Right #/ft LL @ Right #/ft End Loc 17.000 ft Summary Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Pin Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear"1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7.208 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 0.000ln 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 Load Total Load Left Cantilever... Dead Load Motal Load Deflection -0.209 In -0.558 in Deflection 0.000 in 0.000 In ,..Location 8.160 ft 8.160 it ...Length/Deft 0.0 0.0 ...Length/DefE 975.3 366.72 Right Cantilever... Camber(using 1.5 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 Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 in3 Area 37.500 In2 Cv 1,000 Rb 0.000 Cl 2719.999 Max Moment Sxx Req'd Allowable ft) @ Center 8.90 k-ft 38.69 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 in2 7.322 in2 Fv:Allowable 276.00 pal 276.00 psi Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 in i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: raev: x70104 User.KW-0803M3,ver5.8.0,1-Deo-2003 General Timber Beam Page 1 (c11B83.2003 ENERCALC EngIrree4in8 3onwere 11.162.ecw:CalculetWe Ta.la' I2Llf33CTF57... .,. Description 3 (RXN) J General Information _ '^ Section Name 5.125x37.5 Center Span 45.00 ft .....Lu 0.00 ft Beam Width 5.1251n Left Cantilever ft .....Lu 0.00 ft Beam Depth 37.500 in Right Cantilever ft .. ...Lu 0100 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End FIxIty Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 15.00 Xft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Tra ezoidal Loads 01 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 24.500 It #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 24.500 It DL @ Right 90.00 #/ft LL @ Right 150.00 #/ft End Loc 33.000 It #3 DL @ Left 15.00 #/ft LL @ Left 25.00 #lit Start Loc 33.000 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 45.000 ft Point Loads Dead Load 1,215.0ibs 1,020.0lbs Ibs Ibs Ibs lbs lbs Live Load 2,025.0lbs 1,700.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 24.500 ft 33.000 ft 0.000 ft 0.000 ft 0,000 ft 0.000 ft 0.000 ft Summary IBeam Deslgn'OK Span=45.00ft,Beam Width=5.1251n x Depth=37.5in,Ends are Pln-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear*1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.407 in Max M allow 228.43 Reactions... @ Right 0.000 in fb 889.23 pal fv 49.95 psl 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 -0.7241n Deflection 0.000 In 0.000 In ...Location 23.580 It 23.580 ft ...Length/Defl 0.0 0.0 ...Length/Defl 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: SODOw.KW-O4 Page (cli983-2003ENERCeLCEn.1oafingSo General Timber Beam g (011 9 93-2 003 ENERCALC Englnaer�ng Satlware 71-192ecw;Celculatlons Description 3 (RXN) Stress Calcs � Sending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 in2 Cv 0.827 Rb 0.000 Cl 4615.221 Max Moment Sm Req'd Allowable fb @ Center 89.01 k-ft 468.05 in3 2,282.05 psi @ Left Support 0.00 k-ft 0.00 in3 2,282.05 psi @ Right Support 0.00 Vt 0,00 Ina 2,282.05 psi Shear Analysis @ Lek Support @ Right Support Design Shear 6.66 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 I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: :,Rev: 5WON U9ecKW-06C3603,Ver5.6.0,1-Doc•2003 General Timber Beam Page 1 (a)1963.2003 ENERCAI.0 Engineering Software 11-152.e1cv:Calculstlons Description 4 General Information Section Name 4x10 Center Span 6.00 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 1.150 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 0/ft Left Cantilever DL #/ft LL Wft Right Cantilever DL #/ft LL #/t Summary Beam Design OK Span=6,00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.860 ; 1 Maximum Moment 4.3 k-ft Maximum Shear*1.5 3.2 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 4.32 k-ft at 3.000 ft Shear Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.88 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max r@ Right Support 0.00 k-ft @ Center 0.0621n 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 k Fb 1,207.50 psi Fv 196.50 psi Right DL 1.08 k Max 2.88 k 1 Deflections Cantor Span... Dead Load Total Load Left Cantilever... Dead Load Total-Load Deflection -0.035In -0.093 in Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ...LengQdDefi 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.052 in ...Leng#VDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Cales Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 2879.999 Max Moment Sxx Req'd Allowable ro @ Center 4.32 k-ft 42,93 in3 1,207.50 psi @ Left Support 0.00 k-R 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,207.60 psi Shear Analysis @ Left Support Q 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rov:68=4 Uaw.KWOWM03,Ver5.0.0.1•Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Englneering Software 11-162.ecmCalculadons enrsc�t�aes 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 ft Seem 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 Our.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 #/it Right Cantilever DL #/ft LL #/ft - Beam Design OK Span=4.001t,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 0.000 In 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... Oead oad Tonal I and Deflection -0.014 in -0.038 in Deflection 0.000 in 0.000 In ...Location 2.000ft 2.000ft ..,LengthlDefl 0.0 0.0 ...Length/Deft 3,344.8 1,254.30 Right Cantilever.,. Camber(using 1.6*R.L.Doff)... Deflection 0.000 In 0.000 In @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 29.150 Le 0.000 ft Sxx 30.661 In3 Area 25.375 In2 Cf 1.300 Rb 0.000 Cl 1919.999 Max Moment Sxx Reg'd Allowable 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 1n3 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# Dagnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rov: 580t7'J4 L'sorKW06036C3, for 5.8.0.1-Doc•2603 General Timber Beam Page 1 (c)1983.20D3 ENt:RCA1.0 Engirtyerinp Soltwars ii-162.eaeCalwiat'ons Description 5 General Information Section Name 6.126x13.5 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 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load bur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 151.00#/ft LL 280.00 #/ft Left Cantilever DIL #/ft LL #/ft Right Cantliever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=5.1251n x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0.443 : 1 Maximum Moment 13.8 k-ft Maximum Shear* 1.5 4.5 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 ft Shear: @ Left 3.45 k Max.Negative Moment 0.00 k-ft at 16.000 ft @ Right 3.45 k Max @ Left Support 0.00 Wt Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 1,063.16 psi fv 64.59 psi Left DL 1.21 k Max 3.45k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.21 k Max 3.45 k Deflections Center Span... Dead Load Tetal Load Left Cantilever... Dead Load Total Wed 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 1.6`D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.177 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69.188 in2 Cv 1.000 Rb 0.000 Cl 3447.999 Max Moment Sxx Reg'd Allowab'e fb @ Center 13.79 k-ft 68.96 In3 2,400.00 psi @ Left Support 0.00 Ot 0.00 In3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400.00 psl Shear Analysis @ 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 i Title: Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description Scope: Rer. MOONV ---- User K.2C3313803 All-er r,,,,,-rg 03 General Timber Beam Page 1 (c)�9&3.2"J3 ENEF�CALC Engineering Seliware it•162 ecwCo�cu�atlons Description 6 General Information Section Name 5.125x13.5 Center Span 19.00ft ...Lu 0.00 ft Beam Width 5.125 in Left Cantilever It Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 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 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 #/it , Start Loc 0.000 ft DL @ Right 60.00 #/ft LL @ Right 240.00 #/ft End Loc 11.000 ft #2 DL @ Left 75.00 #/ft LL @ Left 300.00 #/ft Start Loc 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 Wft End Loc 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5,125in x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear" 1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 16.57 k-ft at 9.880 ft Shear. @ Left 3.36 k Max.Negative Moment -0,00 k-ft --at-_19.000 ft @ Right ••3.70 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.246 in Max,M allow 31.08 Reactions... @ Right 0.000in fb 1.276.99 psi fv 70.72 psi Left DL 0.98 k Max 3.36 k Fb 2,395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 It Deflections - - Center Span.., Dead Load Total Load left Cantilever... Dead Load Totai load Deflection -0.164 in -0.571 in Deflection 0.000 In 0.000 in ...Location 9.576ft 9.576 ft ...Length/Defl 0.0 0.0 .,.Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.5"D.L.Deft)... 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: 'uaerKW-0so3sos,vere.e.o,,oeo-zcos General Timber Beam Page 2 c 1983-2003 ENERCALC Engineering Software 114ozecw calculo, I s Description 6 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 it Sxx 155.672ln3 Area 69.188 in2 Cv 0.998 Rb 0.000 Cl 3356.314 Max Moment Sxx Req'd Allowable fb @ Center 16.57 k-ft 82.98 In3 2,395.76 psi @ Left Support 0.00 k-ft 0.00 In3 2,395.76 psi @ Right Support 0,00 k-ft 0.00 In3 2,396.76 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 Req'd 1.008 In Max.Right Reaction 3.70 k Bearing Length Req'd 1.112 In I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rea 58000-1 --'-- Uaor.KW.0803603.Vor5.80,1-Dea2003 Genera[ Timber Beam Page 1 tc)1983-2003 ENERCALC Engineering Soflwara 11-182.ocw Calculaliona ��at �amt Description 7 General Information - Section Name 4x10 Center Span 5.00 ft . ....Lu 0.00 ft Beam Width 3.500 in Left Cantilever it . . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft _. ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 11000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksI 7Full Length Uniform Loads Center DL 88 00#/ft LL 28.00 #/ft Left Cantilever DL #!ft LL #/ft Right Cantilever DL #/ft LL *it Trapezoldal Loads 01 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL @ Right 360.00 #/it LL @ Right 600.00 #/it End Loc 5.000 ft Point Loads Dead Load 720.0lbs 720.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 1,200.0lbs 1,200.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 0.600 ft 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 w 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 @ Fight 2.74 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,0001n Max @ Right Support 0.00 k-ft @ Center 0.018 in Max.M allow 4.37 Reactions... @ Right 0.O00in fb 378.73 psi fv 11.62 psi Left DL 1.14 k Max 2.74 k Fb 1,050,00 psi Fv 170.00 psi Right DL 1.14 k Max 2.74 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Defection -0.012 In -0.027 in Deflection 0.000 In 0.000 In ...Location 2.480 ft 2.480 It .,,Length/Deft 0.0 0.0 ...Length/Defl 4,963.7 2,243.91 Mght Cantilever... Camber(using 1.6 `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 1n Title: Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: j n3v se"rcI - e Pa 2 fusur.Kw-^80 C,03.ve►6.8.0,1•oao-2o03 General Timber Beam g (r)1933-�OC3 C"d=RCALC Engineering 3ofiware 11-167-cwCalculadons Description 7 Stress Caics �.11 l6�Z9 Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 1n2 Cf 1.200 Rb 0.000 CI 2737.040 Max Moment Sm 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 0.35 It Area Required 1,349 in2 2.213 In2 Fv:Allowable 170.00 pal 170.00 psi Bearing @Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 in Max.Right Reaction 2.74 k Bearing Length Req'd 1.252 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope eV: 5e0004 User.KW-0603603,Ver5.8.0.1.Ooc•2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Ergmeering So9waro 11.182aow CaEalaticrs Description 8 General Information Section Name 3.125x10.5 Center Span 11.50 ft .. . ..Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 10.500 in Right Cantilever it ....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 #I t LL #/ft Summary 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 k-ft Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 ft Shear: @ Left 3,18 k Max.Negative Moment O.00 k-ft at 0,000 ft @ Right 3.18 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.191 In Max.M allow 11.48 Reactions... @ Right 0.000 In fb 1,912.17 psi fv 123.38 psi Left DL 1.01 k Max 3.18 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.01 k Max 3,18 k Deflections _ - -- - �� wxcsrr.�c�,a�mt�r Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.1271n -0.401 In Deflection 0.000 In 0.000 in ...Location 5.750 ft 5.750 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,084.3 343.80 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.191 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 In3 Area 32.813 In2 Cv 1.000 Rb 0.000 Cl 3182,624 Max K,9JM=i Sxx Reg'd wable fb @ Center 9.15 k-ft 45.75 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 In2 16.668 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.18 k Bearing Length Req'd 1.567 In Max.Right Reaction 3.18 k Bearing Length Req'd 1.567 In i a Title: Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Description; Scope: Per.. -- User.M-0603603.VerSa0,1-Dec-2003 General Timber Beam Page (e)1263.2003 ENERCALC Enpbwednp sollwern 11-162,eav;Calculafl ona Description 9 i General Information Section Name 4x10 Center Span 8.30ft 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 Pin-Pin Fr,Allow 625.0psi E 1,300.0 ksi Lull Length Uniform Loads _ Center DL 171.00#/ft LL 290.00 gift Left Cantilever DL gift LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.3011,Beam Width=3.5001n x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.909 : 1 Maximum Moment 4.0 k-ft Maximum Shear*1.5 2.3 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 3.97 k-ft at 4.150 ft Shear: @ Left 1.91 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.91 It Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 to Max @ Right Support 0.00 k-ft @ Center 0.091 In Max,M allow 4.37 Reactions... @ Right 0,000in tb 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.- Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 in -0.164 in Deflection 0.000 in 0.000 In ,..Location 4.150 ft 4.150 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,636.9 607.20 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.091 In ...Length/Deft 0.0 0.0 @ Left 0.000 In aQ Right 0.000 in Stress Caics Bending Analysis Ck 31.260 Le 0,000 It Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1913.149 Max Moment Sxx Req'd Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.775 in2 13,775 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max. Left Reaction 1.91 k Bearing Length Req'd 0.875 In Max.Right Reaction 1.91 k Bearing Length Req'd 0.875 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope .Rev: 500004 - User:KW-0G03603,Ver5.8.0.1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering SoUnre t 7-tt2ear elc:a;icn» stsrt�Z;�e�sr +�ee�ar.racyw�rwar,. Description 10 General Information m ce�psiCc.�iZfEY. Section Name 2-2xl0 Center Span 6.00 ft .., ..Lu 0.00 ft Beam Width 3.000in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft .....Lu 0100 ft Member Type Sawn Douglas Fir-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 #Ift Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL #/ft Trapezoldal Loads 01 DL @ Left 298.00 #/ft LL @ Left 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 #!ft LL(d3 Right 378.00 #/ft 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=3.0001n x Depth=9.25in,Ends are Pln-Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 k-ft Maximum Shear*1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max.Positive Moment 2.83 k-ft at 2.808 ft Shear. @ Left 2.01 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right -1.27 It Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.037In 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 0.66 k Max 1.27 k Deflections Center Span... Dead Load Total L911d Left Cantilever... Deod Load Total Lori Deflection -0.025 in -0.056 In Deflection 0.000 in 0.000 In .,.Location 2.928 ft 2.928 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,926.3 1.275.38 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope -Rev: 68000,4 --- -— Pa e 2 User,KW-0603603,ver 5,8,0,1-Dec-2003 General Timber Beam g (c)1983.2003 FNERMC Ero*aering Software 11-162.amCatoulatfone zarrs uwaa>��myn Description 10 Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 in3 Area 27.750 In2 Cf 1.100 Rb 0.000 Cl 2012.319 Max Moment Sxx Reg'd Allowable fb @ Center 2.83 k-ft _34.28 In3 990.00 psi @ Left Support 0.00 k-ft 0.00 in3 990.00 psi @ Right Support 0.00 k-ft 0.00 in3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2,19 k 1.81 k Area Required 12.187 in2 10.039 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1.073 In Max.Right Reaction 1.27 k Bearing Length Req'd 0.675 in Title: Job# Dsgnr: Date: 12:1413M, 10 MAY 11 Dmerlptlon: Scope RevUse ssnooa - - Page 1 User. 03ENERCALC.e.a n eringSof General Timber Beam (c)1983-2003 ENERCALC Engineering SotN+are 1 t•16Lecrr.r,�',ralaf1 2 Dim'1ua�"'II,i�.'F�;-.�'E "�LL't�*7c3r sa�ua-.•,^--8u'a>�: Description 11 General Information Section Name 6.126x22.6 Center Span 21.50ft . ..Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ... ..Lu 0.00 It Beam Depth 22.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksI Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 ft Left Cantilever DL #/ft LL #aft Right Cantilever DL #fft LL Wit Trapezoidal Loads #1 DL @ Left 112.50 #aft LL @ Left 187.50 #/ft Start Loc 1.200 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Loc 2.700 ft #2 DL @ Left 112.50 #aft LL @ Left 187.50 #/ft Start Loc 4.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Loc 7.700 ft #3 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 9.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/Ft End Loc 12.700 ft #4 DL @ Left 75.00 #/ft LL @ Left 125.00 #aft Start Loc 14.700 It DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Lac 21.500 ft Point Loads Dead Load 2,094.0Ibs 113.0 Ibs 113.G los 1 t3.0lbs 113.0 Ibs 143.0 Ibs 143A,bs Live Load 3,158.0 Ibs 188.0 Ibs 188.o ibs 188.0lbs 188.0lbs 238.0 Ibs 238.Olbs ...distance 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=22.51n,Ends are Pin-Pin Max Stress Ratio 0,701 : 1 Maximum Moment 56.8 k ft Maximum Shear*1.5 12.6 k Allowable 81.0 k-ft Allowable 27.7 k Max.Positive Moment 56.82 k-ft at 10.406 ft Shear. @ Left 14.65k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.90 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.2851n Max.M allow 81.02 Reactions... @ Right 0.000in fb 1,576.74 psi fv 109.13 psi Left DL 5.33 k Max 14.65 k Fb 2,248.48 psi Fv 240.00 psi Right DL 3.44 k Max 9.90 k Deflections --- Center Span... Dead Load Total Load Lett Cantilever... Dead Load otaI 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 1.6"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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev: 580 Page 2 Ussr.xwaeoseo3 Ver58.0.t-De�2oo3 General Timber Beam (c)1983.2003ENEF�CALCEr�gineedngSaR�'rfre 11-'�Ze�r.Calcu'a!iors Description 11 Stress Calcs a Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.422 in3 Area 116.313 1n2 Cv 0,937 Rb 0.000 Cl Max Moment Sxx Read Allowable tb @ Center 56.82 k-ft 303.23 ln3 2,248.48 psi @ Left Support 0.00 k-ft 0.00 in3 2,248.48 psi @ Right Support 0.00 Vt 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 5B0004 UaecKw-03ENE VALCE0,Engineering General Timber Beam Page 1 (c)18E;i.2003 ENEf}CALC Erg{ner�rinp Soflwara tt-162.acw:Ca!wlaUais Byrav�m�cz_ +r�aeswaw��R Description 12 General Information -- Section Name 3.125x12 Center Span 16.00 ft . .. ..Lu 0.00 ft Beam Width 3.125in Left Cantilever ft .. .Lu 0.00 ft Beam Depth 12.000in Right Cantilever It 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.O psi Beam End Fixity Pln-Pln Fc Allow 650.0 psi E 1,800.0 ksf Full Length Uniform Loads Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DL #/ft LL Xft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK� Span=16.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Pin Max Stress Ratio 0.557 ; 1 Maximum Moment 9.6 k-ft Maximum Shear* 1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.60 k-ft at 8.000 It Shear. @ Left 2.40 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.307 in Max.M allow 17.25 Reactions... @ Right 0.000 In 1b 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 Ste: Center Span... Dead Loan! Total Load Left Cantilever... Dead Load Total Load Deflection -0.205 in -0.546 In Deflection 0.000 In 0.000 In ..,Location 8.000It 8.000% ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5D.L.DO)... Deflection 0:000In 0.000 in @ Center 0.3071n ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Handing Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 In2 Cv 1.000 Rb 0.000 Cl 2399,999 Max Moment Sxx Re a' 6hmible @ 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 SbearAnalysis @ Left Support @ Right Support Design Shear 3.17 k 3.17 k Area Required 11.478 in2 11.478 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max,Left Reaction 2.40 k Bearing Length Req'd 1.182 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov 04 User:KW-0E03603.Ver5.3.0,1-0ec-2CO3 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineerinp ScAware 11-162.ecw Calculallens Description 13 General information Section Name 4x10 Center Span 17.00 ft .....Lu 0.00 ft Beam Width 3.500in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in 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 FvAllow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads s� Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #Ift Summary Beam Design OK Span=17,00ft,Beam Width=3.5001n 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 0.343 in Max,M allow 7.75 Reactlons... @ Right 0.000 in fb 1,042.25 psi fv 43.10 psi Left DL 0.38 k Max 1.02 k Fb 1,863.00 psi Fv 195.50 psi Right DL 0.38 k Max 1.02 k Deflections Center Span... Dead Load of Load Left Cantilever... Dead-Load ic_tAl 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/Deft 891.0 334.13 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.343 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Cales Bending Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 102D.000 Max Moment Sxx Req'd Alicwabie 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 i I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Raw. User M-0e03M.Ver6.0.0,1-0ec-2003 General Timber Beam Page 1 (0)1803-2003 ENERCALC Eng9nserfrg Sc(Mra 11-i62.ec v Celculauons Description 14 General Information - SectionName 4x10 Center Span 6.00ft .. . ..Lu 0.00 ft Beam Width 3,500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 Xft 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=9.25in,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear* 1.5 1.6 k Allowable 4.4 k4t Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3.000 ft Shear: @ Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.46 k Max Left Support 0.00 k-ft Camber. @ Left 0.000 in Max Right Support 0.00 k-ft @ Center 0.026In Max.M allow 4.37 Reactions... @ Right 0.000 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 Deflecfilons _ 7s• Center Span... Dead Load Total Load Left Cantilever... Dead Load Total o Deflection -0.017 in -0.047 in Deflection 0.000 In 0.000 In ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Daft 4,210.2 1,524.67 Right Cantilever... Camber(using 1.6"D.L.Dell)... Deflection 0.000 in 0.000 in @ Center 0.026In ...Length/Defl 0.0 0.0 a@ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1467.999 Max Moment Sxx Read Allowable lb @ 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 er 500004 --G age 1 User KW-0e03803,Ver5,5A,last-2003 General Timber Beam(c)1983.2003 ENERCALC Engineering Sollwere t t-62 earC ale e i na - acesewso �a5rzmce�s�s s uet Description 15 General Information Section Name 48 Center Span 3.00ft Lu 0,00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.Opsi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksf LFull Length Uniform Loads Center DL 196.00 Oft LL 355.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft F' Summary �: �. . Beam Design OK Span=3.00ft,Beam Width=3.500in 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 it Shear. @ Left 0,83 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.004 in Max.M allow 2.91 Reactions... Cd3 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 tJ 29 k„ „ ,.Max _ 0.83 k Deflections Center Span...-�� x Dad Load Total Load l Left Cantilever... Dead Load -rotal 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/Defi 14,562.4 5,180.11 RightCantliever... 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 O.00O In @ Right 0.000 in Stress Calcs - -_ Bending Analysis Ck 31.260 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1,300 Rb 0.000 CI 826.500 MAX Moment Sxx Read Allowab ey`b @ Center 0.62 k-ft 6.54 in3 1.137.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,137.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 4.376 in2 4.376 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 0.83 k Bearing Length Req'd 0-378 in Max.Right Reaction 0.83 k Bearing Length Req'd 0.378 in i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 580004 -- User,KW 3803 Ver5.8.8,1•Dec-20G3 General Timber Beam Page 1 (c)1983 2003 ENEt�CALC Engineering Softwere 11.1e2 acw:Calcul®Ibns Description 16 General Information Section Name Prllm:3.5x9.26 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,Parallem 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 ksi Full Length Uniform Loads Center DL -17.50#/ft LL 310.00 #/ft Left Cantilever DL #Ift LL #/ft Right Cantilever DL #/ft LL #!ft Trapezoidal Loads I lip 01 DL @ Left 80.00 #/ft LL @ Left 320.00 #/ft Start Loc 0.000 ft DL @ Right 80.00 #/ft LL @ Rlght 320.OQ #/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 -- - - - - - - - -- t,. Beam Design OK Span=8.50ft,Beam Width=3.5001n x Depth o 9.25in,Ends are Pin-Pin Max Stress Ratio 0.562 : 1 Maximum Moment 6.8 k-ft Maximum Shear "1.6 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3.26 k Max.Negative-Mgment 0.00 k-ft at 0.000 ft @ Right 3.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0,0001n Max @ Right Support 0.00 k-ft @ Center 0.057 in Max.M allow 12.06 Reactions... @ Right 0.000ln fb 1,628.53 psi iv 123.65 psi Left DL 0.65 k Max 3.26k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0,038 in -0.191 in Deflection 0.000 in 0.000 In ...Location 4.250 ft 4.250 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,668.7 533.75 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.057 In ...Length/Def1 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.I(W-0803603,Ver8.8.0,t�eo2003 Genera! Timber Beam Page 2 (c)1983.2003 ENFRCALC Englnseft Saftware 11•'62.ecvrCslculelbro Description 16 Stress Calcs -� Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1,000 Rb 0.000 CI 3257.903 Max Mornent Sxx Reg'd Allowable fb @ Center 6.77 k-ft 28.03 In3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 1n2 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 Bearfng Length Req'd 1.389 in i i i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev. 590001 -. Ueor:KW 08038o3, ,or go.1•Deo-2003 General Timber Beam Page 1 AS (c►1883-2oo3ENERCC Engineering Software 11-to7„ecw:Cakulallone Description 17 General Information Section Name 4x10 Center Span 10.00 it .,,..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 626.0 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 SummaryI Beam Design OK Span=10.00ft,Beam Width=3.500in x Depth-9.25in,Ends are Pin-Pln Max Stress Ratio 0.767 : 1 Maximum Moment 3.8 k-ft Maximum Shear" 1.5 2.0 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 3,85k-ft at 5.000 it Shear @ Left 1.54k Max.Negative Moment 0.00k-ft at 10.000 ft @ Right 1.54 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.130 in Max.M allow 5.02 Reactions... @ Right 0.000in fb 925.64 psi fv 60.51 psi Left DL 0,58 k Max 1.54k Fb 11207,60 psi Fv 195.50 psi Right DL 0.58 k Max 1.54 k Deflections � Center Span... Dead Load Total Load Left Cantilever... Dead Load ToaL 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.Deft)... 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 CalcS Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 1n3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1539.999 Max Moment Sxx_Rea'd Allowable tb @ Center 3.85 k-ft 38.26 in3 1,207.60 psi @ Left Support 0.00 k-ft 0,00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 1n3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 in2 10.020 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.54 k Bearing Length Req'd 0.704 In Max.Right Reaction 1.54 k Bearing Length Req'd D,704 In Title: Job 9 Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Ueor;I(th'-O6G3E63,VerS.OD,1•Ue1c.?CO3 General Timber Beam Page 1 (c}1 BE3-2CO3 ENF.RCALC E:gln©oriniJ Sonware 11-1 A2.Cir,v;^nlc.;inionE . � �'14IIA7h7.ZW4iY,@�tlaTiyoL��72R;il Description 18 General lnformatlon -- Section Name 4x6 Center Span S.00ft Lu 0.00 ft Beam Width 3.600 in Left Cantilever ft Lu 0,00 ft 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-Pin FcAllow 625.Opsi E 1,300.0 ksi I Full Length Uniform Loads Center DL 94.50 9/ft J LL 157.50 #/ft .. Left Cantilever DL Sift LL #/ft Right Cantilever DL S/ft LL #/ft Summary 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 ft @ Right 0.63k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0321n Max.M allow 1.92 Reactions.,, @ Right 0.000in fo 535.54 psi fv 40.45 psi Left DL 0.24 k Max 0.63 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.24 k Max 0.63 k Deflections Center Span... Dead Load Total 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 psi @ Left Support 0.00 k-ft 0.00 Ina 1.308.13 psi @ Right Support 0.00 k-ft 0.001n3 1,308.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 1n2 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rmr 58OW4 user.Kw-06036o3,ver6.8.0,1-Dec-2003 General Timber Beam Page 1 cJ1883-2003 ENERCALC Eng'neering Softare 11-162wwCalculailons Description 19 General Information _ Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 pal E 1,300.0 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 W ®ss�noo 9 Span=4.00ft,Beam Width=3.5001n 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 Wit at 2.000 ft Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @ Left Support 0,00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 4.37 Reactions.., @ Right 0.000 in tb 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 Center Span... Dead Load Tot-all Load Left Can0lever.., Dead Loa Total Load Deflection -0.0021n -0.010In Deflection 0.000 In 0,000In ...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 1.5"D.L.Defl).,. Deflection 0.000 In 0.000 In @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Bending Analysis Ck 31.260 Le 0.000-ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1000.000 Max Moment Sxx eq'd Allowable fb @ Center 1.00 k-ft 11.43 in3 1,060.00 PSI @ Left Support .0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,060,00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 0.92 k Area Required 5.435 in2 5.435 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.00 k Bearing Length Req'd 0.457 in Max.Right Reaction 1.00 k Bearing Length Req'd 0.457 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: RoY 5WO04 i Page 1 user.KW-M36o3.verae.o,1-Der-2003 General Timber Beam (c)1983.2003 ENERCALC Egineerinp 8onware 11•ts2.ecw:Cakululions Description 20 General Information Section Name 4x10 Center Span 4.00 ft . . ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ..Lu b.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pln-Pin Fc All cw 625.0psi E 1,300.0 ksi Fuil Length Uniform Loads _ Center DL 149 00#/ft LL 436.00 #lit Left Gantliever DL #/ft LL #lit Right Cantilever DL Vt LL #Jft msa. 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 1,17k-ft at 2.000ft Shear: @ Left 1.17k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.17 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000k1 Max @ Right Support 0.00 k-ft @ Center 0.004in Max.M allow 4.37 Reactions... @ Right 0.000In 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 Rigfit DL 0.30 k Max 1.17 k Deflections � - � Center Span... Dead Load Total LoaO Left Cantilever... Dena Load Total Load Deflection -0.003 in -0.011 in Deflection 0.000 In 0.000 in ...Location 2.000ft 2.000ft ...Length/Defl 0.0 0.0 ...Length/Defl 16,784.1 4,274.94 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.004 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Cales Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1170.000 r0ax Moment Sxx Reg'_q Allowable fb @ Center 1.17 k-ft 13.37 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 ln3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 It Area Required 6.359 in2 6.359 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.17 It Bearing Length Req'd 0.535 In Max.Right Reaction 1.17 k Bearing Length Req'd 0.535 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: .!(.11983-2003 v: 5eocoa Page 1 er..KW060360i,Vor5.8.0,,sec-zoo3 General Timber Beam ENE.RCALC Engineering Software N-162.ecw:CNculatlonu Ix�•"IL7S 3..P�.LT�,-'�hTn�►fIL��T+3Y�4*JI Description 21 General Information Section Name 4x10 Center Span 4.00ft Lu 0.00 ft Beam Width 3.5001n 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.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170,0 psi Beam End Fixity Pln-Pin Fc Allow 625,0 psi E 1,300.0 ksi Full Length Uniform Loads �'r'i'+a' �'.i't3iiiCr73'P.2SRIIi�'"^""^"^R•• 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 Pin-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear" 1.5 1.8 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear. @ Left 1.92 k Max.Negative Moment 0,00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left D.0001n Max @ Right Support 0.00 k-ft @ Center 0.009in Max.M allow 4,37 @ Reactions... Right 0.000in fb 462.58 psi fv 64.91 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.., geed Load Total Load Loft Cantilever,.. Dead Load Total Load Deflection -0.006 In -0.018 in Deflection 0,000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0,0 ...LengthlDefl 7,766.6 21599.62 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.009 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Slfress Calcs -�� Bending Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1923,999 Max Moment Sxx Peg'd Allowa^le fb @ Center 1.92 k-ft 21.99 In3 11060.00 psi @ Left Support 0.00 k-ft 0.00 in3 11060.00 psi @ Right Support 0.00 k-ft 0.00 In3 11050.00 pal Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10.458 1n2 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 i Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope Rev. 68W04 - --- User.KN-0603603,Ver5.8.0,i-Dec-2003 General Timber Beam Page 1 L (o)OV-2003 ENERCALC NInaering Software General e�esle�ssc'fu�raa�' _ :wesrrux Description Floor Joist Above(2)-Car Garage General information Section Name 2.2x10 Center Span 17.50 it Lu 0.00 it Beam Width 3.000 in Left Cantilever ft . . . ..Lu 0.00 it 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 pal Load Dur.Factor 1.000 Fv Allow 160.0 pal Beam End Fixity Pin-Pln Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads _ Center DL 13.50*ft LL 53 50 #/H Left Cantilever DL #/ft LL #/ft Right Cantilever DL #!ft LL #/ft Summary _ Beam Design OK Span=17.501,Beam Width=3.0001n x Depth=9.25in,Ends are Pin-Ptn Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear 1.5 0.6 k Allowable 4.5•k-ft Allowable 6.0 k Max.Positive Moment 2.56 k-ft at 8.750 it Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0,00 k-ft @ Center 0.127in Max.M allow 4.51 Reactions... (�Right 0.000[n 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 Deflections - Center Span... Dead Load Total Load Left Cantilever... Lead Load, Total Load Deflection -0.085 in -0.420 In Deflection 0.000 In 0.000 in ...Location 8.750 it 8,750 ft ...Length/Deft 0.0 0.0 .,.Length/Deft 2,479.8 499.61 Right Cantilever... Camber(using 1.5•D.L.Dail)... Deflection 0.000 In 0.000 in lb Center 0.127 in ...Length/Dail 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Caics Bending Analysis Ck 33.438 Le 0.000 it Sxx 42.781 In3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 586.250 Max Moment Sxx RO'd Allowable fb @ Center 2,56 k-ft 24.33 In3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,265.00 psi •Right Support 0.00 k-ft 0.00 in3 11265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0,80 k 0.80 k Area Required 4.455 in2 4.455 In2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.59 k Bearing Length Req'd 0.313 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.313 in i Title: Job# Dsgnr: Date: 12:151"M, 10 MAY 11 Description; Scope: Rev: 580004 _ (o)19K-2003E E Ver5.6,0,1eering 03 General Timber Beam Page 1 (0)1983•�003 ENERCALC Engineering Softwaro 11-162.ecwCniculallons Description Main Floor Joist General Information Section Name 2x10 Center Span 12.50 ft . .. . .Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.260 in Right Cantllever ft Lu 0.00 ft Member Type Sawn Hem Flr,No.2 Fb Base Allow 860.0 psi Load Dur.Factor 1.000 Fv Allow 160.0 psi Beam End Fixity Pin-Pin Fe Allow 405.0 pal Repetitive Member E 1.300.0 ksi Full I Length Uniform Loads -- Center DL 13.50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary4 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 0.42 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.086in Max.M allow 1.92 @ Reactions.., Right 0.000 in fb 734.11 pal fv 39.84 psi Left DL 0.08 k Max 0.42 k Fb 1,075.26 psi Fv 150.00 pal Right DL 0.08 k Max 0.42 k Center Span... DP�ad Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.058 in -0.286 in Deflection 0.000 in 0.000 in ,..Location 6.260 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,601.5 524.18 Right Cantilever... Camber I using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.088 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs �- Banding Analyses Ck 31.716 Le 0.000 ft Sxx 21.391 in3 Area 13.875 In2 Cf 1.100 Rb 0.000 CI 418.750 N1ax Mor er; axx_Re a'c Allowable b @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,076.25 psi @ Right Support 0.00 k-ft 0.00 In3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.55 k Area Required 3.685 in2 3.685 In2 Fv:Allowable 150.00 psi 150.00 psi Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0,689 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 In i i i I cn co c C, T°4 va nc 6v ,'a, N-1:E y a @ (D O X' � N � = D � ro DEF a C} a7 � olun ;a S 3 u? m N a 6 c cn v z °' o a co ti v o 7 3mom 3ti wo W (D. ID Q r N;m k -rI , a s .0 o x m P - fM G° C T D D c O N S O O T1� N' w c y w y a (D (a C T A-S"N Z -n w 7 m �n N� [n p ca = a C a.�`: pup, m ° cs m O 0) m Z 1 7 N O X Z03 w N O y Q O w w I- 0 9 C'1 Q rn M G� F� cn o m �° -0 Er m rn ao c = CD o n CO 0 (m (cn VJ C _I j N N O s N N N 7 Z IT 7 O co oo N� b Q.S, w z o Q (D o fD (o \ y am =6 m CD � N 40 _ ? � d o �� y s = tr , acmn o o Q s b �, @ ' w � o y � a m = o 0 cl. C: C fD N N w cn m, '.0.� �' y Z N G .O w .. 2 N w N _7 7 (D .y-r :. (D N (➢ w a .ww w C S OI f3i D w ,. m C] (D 7 Ll 7 0 cn rn O O' � Q tin NP W w Z _ ob S tiow a � o cn Q: c o '' � S n 7 — ^ �T3 QQ w c l�J p b 7 h m 0 n O O � (D O � O N CCC• U \ N a C N a (D S w y Cn mO o O aN?' N CL : N N N m co G7 $ Go a ° v �� � 7C � ao c I rl r co DA CIO Z glo o a a zz m " N fn Cn 0 j i O Z 4h Q i o O 0 .. N tDtaa w w V Ui Cs� r- O p N � o c, Q' � m p 0 0 CL � Z :U s s fn O cn O O C� N C -I 0 -I m z0 n m N b D �L Z-n fi L9 x Z ;ov i i w 7 z oo A;,o-m 0 0 = cn D D �D o DD D x F .:-I GO bo w r z O :40 90 D (n m a s a) o D fD m fn a: (n 0 o rn =p cn n W Cl) o ;1 mm N C N i REED & ASSOCIATES, PS Civil&Structural Englneering 8311 212th St.SW,Edmonds,WA 98020 Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERA 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=2800 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;DIAMEI-ERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x_AND GREATER): DF-L#2 JOISTS/STUDS(2x_): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x—TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 112"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"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 iOd 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 STIFFEN INGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, WIND DESIGN CRITERIA : BASIC WIND SPEED—85 MPH IMPORTANCE, Iw= 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, IE= 1.0 SS= 1.25 Site Class, D S1 = 0,40 SEISMIC DESIGN CAT., D SpS= 0.83 SETS. FORCE RES. SYS,A.13. Sp1 =0.43 DESIGN BASE SHEAR= 10613 lbs Cs= 0.13 SIMPLIFIED METHOD R=6.5 ��----SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BGUNDARY NAILS PER PLAN R❑❑F SHEATHING PER PLAN i R❑OF FRAMING PER PLAN 2x LEDGER (DR ROOF TRUSS) W/ (2)-16d EA, STUD TRUSSES ❑R RAFTERS PARALLEL T❑ WALL SHEARWALL PER PLAN SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G TIGHT FIT S❑LID BLK'G B❑UNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN -TRUSS (M❑N❑) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINU❑US (3)-1601 EA, STUD SOLID BLK'G W/ (3)-16d EA, STUD RAFTERS PERPENDICULAR T❑ WALL TRUSSES PERPENDICULAR TO WALL 1 L❑W R❑❑F SHEAR TRANSFER, TYPICAL SCALEt NTS SECTI❑N VIEW i B❑UNDARY NAILS PER PLAN SHEATHING PER PLAN----,,, MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE T❑P PLATE__\\ 16d PER SW SCHEDULE C❑NNECTI❑N BASE PLATE C❑NN._t 16d PER SW SCHEDULE ' BASE PLATE C❑NN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN ROOF DIAPHRAGM T❑ INTERIOR SHEARWALL SCALEi NTS SECTI❑N VIEW i SW, PER SCHED, 16d BASE PLATE 8d PER SW, SCHED, NAILING PER SW, SCHED, EDGE NAILING F"LR, SHEATHING (3)-10d @ J❑IST PER PLAN & DIAPHRAGM 2x JOIST DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12"❑,C, STAG'D @ 24"❑,C, NOTE., F❑R FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 3 SHEARWALL PARALLEL W/F"LOOR JOIST SCALEi NTS SECTION VIEW i SW. PER SCHED.-= 16d BASE PLATE 8d PER SW, SCHED, NAILING PER SW. SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLAN INTO JOIST 1 1 2x JOIST SOLID BLK'G PER PLAN @ SHEARWALL NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES q. SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALEi NTS SECTION VIEW i FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x S❑LID BLK'G EDGE NAILING @ SHEAR WALL @ 24"❑,C, (3)-10cl @ J❑IST & DIAPHRAGM 1 A3S PER SW SCHED, 8cl PER SW, SCHED, EDGE NAILING 2x J❑IST PER PLAN SHEARWALL PER PLAN NOTE: FOR FL❑❑R DIAPHRAGM NAILING SEE STRUCTURAL NOTES 5 SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW i R-10 1N15.cQ. THERMAL BREAK 2XSTUDS 18"OIG (HEATED A,REA5 ONLY) 4"GONG.SLAG COMPACT FILLISAND X'X10"A.D. PER PLAN EMBED T' �� w13"x3"x114"5aR, Y^A5HER5 b„MIN (1)44 BAR, CONT.5'FROr Ton= �: .: 6 ,. ;94 BAR HOOKED VERTr-�i 1— @ 46"Q.G. ALIGN wl FTG J i.� ; - (1)#4 BARGONT. � Itl � TYP, 6" FDA l�ITH SL.�B TO EXT. i R-21 INSUL, 2X6 STUDS 16"01C — 112"Gl^IB 112"GY`15 FLOOR SHEATHING 4"GONG. SLAB GLUED& NAILED COMPACT J5T. PER PLAN ram, FILL/5AND F7Z'3pxX1p"A.3. PER PLAN R^50 EMBED 7"w13"xXx 1/4" ,n SOR.WA5HER5 w INSULATION d (1)#4 BAR,GONT.HORIZ.' - LL 6 6 MIL VAPOR 5"FROM TOP OF WALL 1 I BARRIER vs #4 BAR HOOKED VERT.@�43 O.G_ � (1)#4 BAR GONT. .i TYP. 6" FDN l�DU�� TD GA��2,�G� c R-21 INSUL, FLOOR *STUDS 16"OIG OL ED 8NAI ED'� 2 7,16"OSS SHEAR JOIST PER PLAN SIDING PER ELV.—� !$4b X'X1 O"A,B, PCrR PAN E MB F-0 ?"wf3"x3"x 1/4" '�-5a 50R, INSULATION FINAL GRADE (1)#4 BAR, GONT.HORIZ.1. —_ 6" 6 MIL � 5"FROM TOP OF WALL VAPOR #4 SAP HOOKED VERT.@ 48"O.G _ 6ARRiER r (1)#4 BAR GONT. 12" TYP. ��UNDaT14N TO EXT�i�IUR i JOISTS PER PLAN BLOCKING AS RBA, FLOOR 5HEATHIN6 R-30 INSUL. 7�7 GLUED& NAILED 8d R.S. 1 IX4 GU55�T5 w! BEAM PER P AIN (4)9d EA.END ar I 2X4 GU5G�T5 ud (4) 10d EA.END. 4X4I4X6 HF2 x STAGGER NAILS (EJSPLIGE cv •- r LMA 4Z 9G#ROOFING or A35 or EPS4Z (Z}#4 BAR CONT. R 6ARRIBR (" TYF. STRIP FOOTING i i 1 is SV4-1 SW-� ; 0 OPEN BELOW MAUER IOM h t 1•' Yo' _ Y•h' 7a' 1A R all,wall or half wall I ftb r LOFT 'I EhTI DR b g y A� Rail wall or half wall N fee L> w soae I h e , jr �Tj GCD FM 9 Q BED RM 2 I ..r I IV''s 1 5E0 aM 4 1� c �� svk-a ® I M 7 spa —I 1 SW-1 Sy4-1 Tfp vpP� �o� PL,sk�1 t2*A z i 1 - 16z. 'T•i �-1 —1 I �ORGH Osw.., Vr-, qm dam sw-a s - ____-_ n IQ YrALI I I———OTONAL I I I I { 1 ' I VIWSIROIe.d cc•14, ij 1 tAArH 1 {i ® Pining 13 T• T .2 ._. —Cla P /tea low eo o f /� I T• T-Z 1 I I E 1 64660.0 7 'qf 7 ZO I r OFF GE � I A I ' 3W►1 "i T-t T•1 T-t ' T— ------- -- /qj=� T-1 NU%,N4 Fr nvZ PLAT J Z 3 r2 4-A L i -46z i 4X2 Dr-oz MFIR 5C7 N'o,c 496 Dr 44Z iz.)—zx6 u. Ga ' PRTMS E6:4'O.. 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