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HomeMy WebLinkAbout17825 82ND DR NE_BLD20120025_2026 BUILDING INSPECTION REPORT Gt�Y o� Permit No. 12—DO Address: l�]8 ZS $Z('d Nr ( 7�p p� Contractor: EI'1CD+f� CtN G t Owner: Date: APPROVAL PARTIAL APPROVAL ED VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: ® Under-floor ® Framing ® Gas Piping ® Footing ®Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage -\tql-(isulation ® Other: ' ito � s ►e:1• J:.r.i 1 BUILDING INSPECTION REPORT Y ��f Permit No. Lpf— Address: -1 S ZS 92-1)6( b r - ( NG;`0 Contractor: E�c,ore, Owner: E(�(O rc' Date: II — APPROVAL fj PARTIAL APPROVAL Ep VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before (- #�s mot. .ty._ . Inspector: Date: d ® Under-floor *Framing 'Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork Mechanical ®Grid ® Struct. Slab ® Wood Stove ;�<Rough-in ® Final ® Masonry ® Drainage ® Insulation 0 Other: IA .IL c '1 i r. .. '. � �i.it t��• .y�,:: .�. ` ., w. r�t''f Q� 1 BUILDING INSPECTION REPORT G .V Y °� Permit No._ l o� — tv Address: 1 S A57 �� o� Contractor: EoC.c)re. Owner: F'ylGOrz Date: r� � � (.� � � 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: / '-- G Under-floor ® Framing G Gas Piping Footing G Drywall, nailing G Consultation G Foundation G Shear Nailing G Groundwork G Mechanical G Grid G Struct. Slab G Wood Stove G Rough-in G Final G Masonry G Drainage G Insulation G Other: ..� - .��', � , J .., .. • � ��}I PI ii-- •���� -. .• _ � � I i�.i�i 3� � q= �\? .. .�f� ��1• .. _•I• . 1 I RRR . _ - r - CITY CIF ARLINGTON 238 N. OLYMPIC AVE. -ARLINGTON,WA. 98223 PHONE: (360)403-3421 BUILDING PERMIT Address: 17825 82ND DR NE,ARLINGTON Permit#:BLD20120025 Parcel#: 1047900006400 Valuation:$346,000.00 OVPNER APPLICANT CONTRACTOR ENCORE HOMES,INC ENCORE HOMES,INC ENCORE HOMES,INC KEITH HOYER KEITH HOYER KEITH HOYER 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 99270 keith@encorehomesinc.com keith@encorehomesinc.com Lie#:ENCORHI914NS Exp:8/10/2013 PLUMBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING 5917 195TH ST NE 3 ARLINGTON,WA 98223 Lie#:SOUNDVP033NF Exp:6/13/2013 Lie#: Exp: JOB DESCRIPTION -r New Single Family Residence PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: I OCC GROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPROVAL, I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 1 10. SA, TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and cot y fArlin ton#3101, IV -2- 3 IL11-"--z1j1zvf-S Print Name Date Released y Date ARCHIVE APPLICANT ASSESSOR OTHER BLD20120025 CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVENS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tail piece. • 1 energy credit obtained via component performance. .PERMIT FEES Date Description Fee Amount Paid Balance Due 1/24/2012 Plumbing Permit Fee $217.00 $0.00 $217.00 1/24/2012 Mechanical Permit Fee $110.00 $0.00 $110.00 1/24/2012 Building Permit Fee(QTY: 1) $3,038.88 $0.00 $3,038.88 1/24/2012 Building Plan Check Fee(QTY: 1) $1,975.27 $0.00 $1,975.27 1/24/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $5,345.65 $0.00 $5,345.65 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. None BLD20120025 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120025 s . OWNER: ENCORE HOMES, INC-HOYER, KEI... STATUS: APPLIED ADDRESS: 17825 82ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/20/2012 SC FENS:I Select Screen... FUNCTIONS: Select Permit Function... -� V\ SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE... ' DESCRIPTION JASSIGNE...JDUEDATE LAST_� (#) 1REQ?IDO...I ASSIGN 1, REMOVE 2000 C-Building I CYOUNG 2/1/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 2/1/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Revie... 1/20/2012 1 ,l 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 Residential Alteration �t Also Including: Plumbing Mechanical Project Address: F �2� �L~J Parcel ID#: 01047900006!/00 Lot#: Subdivision: ( llJJ Magnolia Meadows ,Q "l 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 3rd 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 aboy information is correct and that the construction on, and the occupancy and the use of the above- described property 'll be i cordance with the laws, rules and regulation of the State of Washington. 9/26/11 00'licants Signature Date Keith Hoyer Print Applicants Name RECEIVED FOR STAFF USE ONLY ''v D 5 COA PERMIT CENTER Permit# Accepted By Amount Received Receipt# Date Received --' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone (360)403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (including Rough Ins Plumbing Fixtures Accessory Main Unit#X Total Fixture Total Number Fixtures Dwelling Unit Residence Multi liar 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 Traps(other than above items) Units Column Totals 16 Estimated Project Valuation BuildingSquare Footage 2094 1"t Floor 1437 2nd Floor 1635 3`d Floor Basement Deck Garage 785 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet 80 feet. C. Difference in elevation between meter and highest fixture: 12' feet above meter or feet below meter D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that he a ve information is correct and that the construction on, and the occupancy and the use of the above- described property, ill b to accordance with the laws, rules and regulation of the State of Washington. 9/26/11 ),Applicants Signature Date 8 ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: p Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow,prevention assemblies (WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: a New Residential ®Addition/Alteration Project Description:New Single Family Residence Project Address: �I g2 Jr $2"'° 17,. /V, Parcel ID#: 0104790000 6 `� 00 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA Zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com 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 ❑ bbb a l a-�o p �� 3z7z RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 Use this checklist to ensure that all necessary information is provided for review of your project. Please be advised that the 2009 WA State Energy Code is now the current code used to review your submittal. Requirements for Submittal (complete for change-out only ❑✓ Completed residential mechanical permit application* ❑ Mechanical Appliance cut sheets* ❑ Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.energy.wsu.edu/BuildingEfficiency/EnergvCode.aspx 0✓ 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. RESIDENTIAL MECHANICAL %' I 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: 'Dr , N r V Parcel ID#: 0104790000_00 Lot#: 6 Subdivision: Magnolia Meadows,Phase 1,Division 2 Project Description: New Single Family Residence Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: City: Arlington State: WA Zip Code: 98223 Contact Person:Keith Hoyer Phone Number: Cell Phone: Fax: (360)659-3394 E-mail: Keith@encorehomesinc.com Address: City: State: Zip Code: Please List quantity of fixtures below: + FURNACE UP TO 100K BTU CLOTHES DRYER 3 GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE SPENDED HTR/UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR LID-FUEL APPLIANCE BOILER UP TO 4-15 HP R HANDLING UP TO 1OK CFM C591ENTILATION EPLACE INSERT BOILER UP TO 16-30 HP T- A HANDLING OVER 1OK CFM SYSTEM HEAT PUMP `, NTILATION FANS OTHER + VENT HOOD MESTIC INCINERATOR ALL OTHER UNITS REE STANDING STOVE Contractor: Encore Homes,Inc. Phone Number: Address: City: State: Zip Code: Contractor's License Number: Encorhi914ns Expiration: - I hereby certify that the a 've information is correct and that the construction on, and the occupancy and the use of the above- described property wilb7 accordance with the laws,rules and regulation of the State of Washington. Nhl/ Appl r nts Signature I Dat Keih Hoyer Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY 1 -� � I r 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 \1 , RESIDENTIAL PERMIT SUBMITTAL e 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 i 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. F71 FOUNDATION PLAN (Minimum Yell Scale) 1 Show north direction 2 Indicate front street (and side street if corner lot). 3 show the location and dimension to all property lines. 4 Show the location for existing and/or proposed easements 5 Provide the scale for the drawing. 6 Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7 Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 1o. Retaining walls. 11. Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note! Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. M FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington - 238 N Olympic Ave. -Arlington,WA 98223 - Phone(360)403 3551 - FAX(360)403 3418 Note! The 2009 International Residential Code requires smoke detectors at each level of the home and in all rooms that can be used for sleeping. All smoke alarms shall be listed and installed in accordance with the IRC and provisions of NFPA72. D. ❑✓ ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum '/41' Scale) 1. Show a typical roof section with all materials labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections 2. Show a typical foundation and floor section with all material labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections. 3. Show a typical wall section with all materials labeled; indicate size and spacing of all members and insulation values. 4. Show all connection details, including post-beam, post-footing, collar tie, etc. 5. Provide the dimensions for all stairs, with details showing rise, run, headroom and handrails per Section R311 of 2006 International Residential Code. Guards require intermediate rails to be less than 4" apart; handrails are to be 34"to 38"from nose of the tread and to be returned. Show any fire blocking, landing sizes. Specify one-hour fire resistive construction for any usable space under the stairs. 6. Show a section detail for any fireplace, including the hearth and hearth extension. Include dimensions, materials, clearance from combustibles, height above roof, reinforcing, seismic anchorage and foundation details. E. F✓ 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. ✓❑ STRUCTURAL CALCULATIONS 1. Provide two (2) sets of structural calculations if prepared by an engineer or architect registered with the State of Washington. (Not required if using Prescriptive Design Approach from the IRC/IBC.) G. ❑✓ ELEVATIONS 1. Show elevations views of each side of the structure; provide finished floor level for each floor. 2. Show existing and proposed grades. 3. Show the maximum building height. 4. Show the maximum site slope. 5. Show all roof overhangs and any chimney clearances from the roof. 4 ' RESIDENTIAL PERMIT SUBMITTAL w, Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 6. Indicate the pitch of the roof. H. ❑✓ DOORS &WINDOWS i. Show size and type of all doors. 2. Show the door size, type and closure device for doors between the garage and dwelling. 3. Show all window sizes and openable areas. 4. Show all sleeping room egress window locations, sill heights, methods of opening, dimension of openable area and clear open space. 5. Show size and type of all skylights. I. ❑✓ WASHINGTON STATE ENERGY CODE 1. Provide one (1) copy of the WSEC &VIAQ Residential Prescriptive Compliance Form. 2. Show the insulation R values on the floor plan drawings and glazing class of all windows and skylights. 5 . . � .. - -- - -- - - - - - - - - - __ _ __ __ __ _ ___________ ___ ___ ___ p � f� RESIDENTIAL PERMIT r SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted i acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. I. Signature: Date: 9/26/11 Owner/ er's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 ZON20120014 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120014 OWNER: ENCORE HOMES, INC-HOYER, KEI... STATUS:APPLIED ADDRESS: 17825 82ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/20/2012 i SCREENS: Select Screen... FUNCTIONS:!Select Permit Function... V =_ GENERAL-BLD REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION (ASSIGNE... DUE DATE LAST I (#) 'REQ?'DO...j ASSIGN REMOVE 1002 P-Engineering I LPETER... 1/25/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 1/25/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/25/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 1/25/2012 0 Y N Assign Remove 1028 P-Water EANDER... 1/25/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/25/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/25/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/25/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 1/25/2012 0 Y N Assign Remove 2014 C-Planning 1 TRACE 1/25/2012 0 Y N Assign Remove J http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Revie... 1/20/2012 RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: 9/26/11 Address: 1801 Grove St.Unit B Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes, Inc. Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: ✓❑ a. Single-family dwelling ✓❑ b. Duplex U C.Addition ✓a d.Accessory structure 2. Proposed Dimensions: W) L) H) `35' Total SF) 3. Allowed Lot Coverage: Total Lot Size �7 61 SF x 35% = ZGI SF 4. Actual Lot Coverage: (SF of all structures) 2y (z _ 7 `) (lot size) = 3 Z % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? I 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 COA PERMIT CENTER PROPERTY ZONED APPROVED F71 DENIED_n DATE INT 2 D PJ I 3-00l4 ri Site Information: Imperviout. urface: 17825 82"d Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #:01047900006400 Total: Sq. Ft. Unit Size: 7,469 S.F Legal: Magnolia Meadows, Div1, Phase 2 Lot 64 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. N 7. Parking pad concrete /driveway gravel 0 ft. 12 ft. 20 ft. 40 ft. Setback Notes: Front Setback 20' Side / Rear Setback 5' Ht. 35' LOT64 No Overhangs in Easement Areas 71469 SQ. FT. _Rebar Set 1' from actual Corner U.N.O (true corner closer to road) 104.87' 25'' :o ;0 �o � vw i v C) Z d7 -C° o co CDLj v rO - cov C m 04 -------- CV 24'10" - 10' UE ----------- Z-2, 1 - 91 .96 �ovoecsSET 2.00 Ma9o°,aP Stamped �S RECE`jjK True Corner south 2 h 8o6l„ JAN �0 2012 178th PI N.E. 2 COA PERMIT CENTER 0b a,S Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer f �= - z CDn CxrJ CxrJ � p C7 Cn ¢ 00 m pp O 00 :° y m � x nz0-4 y O o �-o It z � 5; � d > z o U) r P F C) OU) o G z Z nt � r O n ° z " d (74 I C � � U) > n n O z r � d O C� O th (D' z CA Q Property Address:178$5- ez,-jb PfL 06 AAL. Conditioned Floor Area 3477 7 - Date & /Up 2- Builder or registered design professional S"ature.. R-Values Ceiling: Vaulted R- Floors Over unconditioned space R- Attic R- Slab on grade floor R- Walls: Abovegrade R- Doors R- Below,int. R- R- Below,ext. R- — R- E-Factors andSIIGC NFRC rating(or) Windows U- SHGC- Default rating(cmaplerrowssc2i" Skylights U- SHGC- Chapter 9 Optton(.%) Total ChpL 9 Crrdter ifeatt".C'ooung&Dome dcHot lvater System Iv H• E ff i ri rn� Heating Cooling DHW Duct&Hutlding Air Leakage All ducts&HVAC in conditioned space (yes/no) Insulation R- Test Method: Total leakage _Leakage to exterior _Air handler present Test Target CFM@25Pa Test Result CFM@25Pa Building air leakage target:SLA<0.00030-Tested leakage:SLA= .Me Z7j Ondle,Rentivable Energy Electric Powve>Sraem Stem fie; Rated annual generation Kwh Duct tL Jng Calculator (New Cons ruction) 64;, 6,71 House address or lot #; � _ -Z PA Conditioned Floor Area: Duct tester location: j6gQV�_ aoo h- _ Pressure tap location: Ring (if applicable): 0per, -71-)' At Rough-in (Total Leakage) Test Method & Test- Calculated Standard' CFM ,y Target Air Handler Present - — — — - <_ 6 CFM,S per 100 sf of CFA 1 00 _ MI. Air Handler not Present — s 4 CFML5 per 100 sf of CFA 04 X CFA ' FM r Post Construction Test Method & I Test- I Calculated Standard! CFM` Target Air Handler Present (Total Leakage) s8CFM,5Per100sfofCFA -- _i ObX CFA ` c-`.��, Air Handier Present (Leakage to Exterior) <_ 6 CFM25 per 100 sf of CFA — - I `�� X �' `� 1 Test results must comply with one of the Standards options 2. Test CFM25 must be equal to or lPcs than the calrt.rlated target Air Leakage testing Calculator (Blower Door Test) Standard TCested , I Calculated Test Result FM,,,. !7(o�CFM50 X 0 055; =307Z, C}A X 144)) = SLA 0.00030 SLA 67 d dig cled b,, 44'z-16 S - S' I ,gS SLA 2 Z, Glossary Rough-in: After installation of the complete air distribution <y;terr. but bPtore ,n5t.3u�tion o` n,,;,,,t,o,,, ,_,mod ,heist o,- ;7.iiows fo, access to all duct seams and connections for re-evaivation of " Lil integr,ty ,t ta• ci,,,ci < nct rTh'i .n1.t.;1 IOS; Post Construction: At or near final inspection The home m ,t be compiett, eno.;hn to pi cl,";;,;r ;;;e horr:a to ?5 Total Leakage: Aggregation of the entire systems duct wakag,. r'. r, dr,c! :r-u Leakage to Exterior- Aggregation of all duct ;ystern leak; to in(, ate,.o; „f the : duet te.; CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascais of prr, ,;re CFM5,: Cubic feet per minute of air leakage at 50 p.t,c.;i, of Pascal (pa): Unit of pressure SLA: Specific leakage area REED & ASSOCIATES, PS 1 Civil & Structural Engineering 8311-212th St SW Edmonds,WA 98026 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR: Encore Homes Inc Plan 3072 by Robert Petermeyer 2� . Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County NOT VALID WITHOUT A WET JOB # 11-162 2009 IBC SIGNATURE Date Eng # Desc. 5/10/2011 Qing 2 Original Calculatlon pELL O WAS O z -o S L �tiG EXPIRES 5-27-/2 WENDELL E. REED, PE, ;CEIV RECEIVED 2D91 'JAN 2 0 2012 RMI NTER -I 1 b) COA PERMIT CENTER &w 2D1 d- 0oD-5 R 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 r3041 Roof Walls Floors Snow Partitions Live Load (ps0 25 40 25 Dead Load (psf) 15 10 10 ri 10 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph F 1609[320] 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1177) 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 f3051 1. Seismic Importance Factor IE 1.00 ASCE 7 T 11.5-1[116] 2. Short Period Acceleration Ss 1.25 F1613.5(1)[348] 2. 1-Second Accelleration S, 0.4 F1613.5(2)I350] 3. Site Class D T1613.5.2[3411 4. Spectral response coefficient SDS 0.83 EQ 16-36138(340-2] 4. Spectral response coefficient SDI 0.43 EQ 16-37139[340-2] 5. Seismic Design Category D T1613.5.6(1)and(2)[343] 6. Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[1201 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 12.2-11120] 10. Analysis Procedure used Simplified ASCE 712.14[135] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 Wind Design (_Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4/231 Basic Wind Speed 85 mph 1609.3(319], F1609(320] Wind Exposure Category B 1609.4[325] Wind Importance Factor 1.00 ASCE 7 T 1-1[3]&T 6-1(77] Height&Exposure Adjustment = 1.00 ASCE 7 F 6-2 C40] Topographic Factor Kzt= 1.00 ASCE. 7 6.5.7.2[26], F 6-4[45] Wind Pressures ASCE 7 6 4 2 1 f241 ps=I Kit I psso ASCE 7 EQ 6-1[24] Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1[24) zones A, B, C, & D all equal 10 psf,while zones E, F, G, &H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.5 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2[22] Zone Pressures, A I s3o ASCE 7 F=6-2 38 85 Horizontal Pressures Vertical Pressures Over han s G 0 E404 B C D E F G H LOH OH 1 3 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8.57 2 2.75 3.19 2.19 -0.08 -4.45 0.87 -2.94 -1.41 -1.83 Horizontal Zones Areas &Forces, Fx ASCE 7 F 6-2 Q71 End zone distance, 2a, where"a"equals the smaller of 10 percent of least horizontal dimension (I.h.d.)or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D F x- Z (p sx*X). x= A Diaphragm (x= 2) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a(ft)= 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 Fxmin= 7390 Diaphragm (x = 1) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a(ft) = 4.5 Areas 162 0 243 0 162 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 i Seismic Design (6C 2009 'Site Clasification Criteria Selection & Minimum Design Lateral Force Occupancy Category If ASCE 7T 1-1[3) Seismic Importance Factor I 1.00 ASCE 7 T 11.5-1(1 16] Seismic Design Category D T1613.5.6(1)and(2)(3431 Site Class D T1613.5.2(341) Short Period Acceleration Ss 1.25 F1613.5(1)(348] 1-Second Acceleration St 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 w 3•F a•s S Sps= 0.83 EQ 16-36138(340-2] 2 S D1 -3'F V'S 1 Sot= 0.43 E'Q 16-37139[340-2] Simplified analysis. Seismic base shear ASCE 7 12 14 8(1411 V= (F SoS/R)W Where: 17=1.1 for(2)-story ASCE 7EQ 12.14-11(141] Vertical Distribution Forces at each level ASCE 7 12 14 8 0411 Fx=(wxM)V Fx= 0.141 x% ASCE 7EQ 12.14-121141] Effective seismic weight& Forces (Ibs)at Level x Diaphragm(x=2) roof area M floor area(ft`) story height(ft) wall lengln(ft) 2368 0 8.1 171 wx Fx' 5986 weight(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area floor area(ft) story height(ft) wall length(it) 474 1719 8.1 182 wx Fx= 5443 welght(Ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 w I Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.1[451] Structures using wood shear walls and diaphragms to resist 2305.1[466] wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605 3 2[309) For worse case effect with wind load, L&S shall be zero. 1005.1[308) Equations 16-17, 16-18, & 16-19 become, D +COW Where w equals 1,3, W equals FX of the respective diaphragm, and 1605.3.2[309] D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.1(308] Equation 16-21 controls, 0.9 D + E/1.4 ,substitute ASCE 7 EQ 12.4-1 for E (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(Ibs) Force(Ibs x=2 6819 9607 x= 1 6199 6682 Seismic Design Loads, (p/1.4) F, p- 1.3 ASCE 712.3.4.2[1261 Diaphragm Force(lbs) x=2 5558 x= 1 5054 Version 7.0 Pg 31 Allowable Stress Design Loads For Wood - cont Sum the moments about the base of'a shearwall, overturning shall resist, (v•w)-h - ? D-W + P. for wind 3 2 W) (v•w)•h - (0.9 -0.14 S DS) D•2 + P-w for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h =height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D (V x VQ Still MOLE M I -AM CWO 01 Version 7.0 Pg 3.2 1 Wall Line Level oc Segment Tributary loads Wind Seismic O` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Ss max 1 2 F-R Wind Seis VD(x+1)[Ibs] '600''" `500/0 ; 7.50 8.1 2 2 77 -139 VD(x)jibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)[Ibs] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2305 max 67 TMAx(x)ON 208 12 2 2 F-R Wind Sells VD(x+1)jibs] `, In VD(x)[Ibs] VT(x)jlbs] L V IBC 2305 max TMAx(x)pbs] 3 2 F-R Wind Sells VD(x+1)[Ibs] '•�.«50%°;' ';."', 0QY,�r,: 5.80 1 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)Ilbs] 379 155 4 2 F-R Wind Sells VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2306 max TMAx(x)pbs] Version 7.0 Pg 4.1 w Level oc Segment Tributary loads Wind Seismic Wall Line (x) �o�` O�� W71dth Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max '[ 1 F-R Wind Sells VD(x+1)[Ibs] 3409.41 2779.17 % 26% 20%: 7.50 8.1 869 208 338 12 VD(x)[Ibs] 1611.83 1010.86 7.00 8.1 882 208 354 12 VT(x)[Ibs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 V 134 101 IBC 2305 max TmAx(x)[Ibs] 882 354 2 1 F-R Wind Sells VD(x+1)[Ibs] % :SQ% t` 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 V 70 57 IBC 2305 max TmAx(x)Ilbs] 89 3 1 1 1 F-R Wind Sells VD(x+1)[Ibs]- 3409,41 2779.17 46.00 8.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)Ilbs] 4897.25 4296.46 L 48.00 48.00 V 102 B9 IBC 2305 max TmAx(x)[Ibs] 4 1 F-R Wind Sells VD(X+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L v IBC 2305 max TmAx(x)[Ibs] Version 7.0 pg 4.2 1' i,f' Wall Line Level \o� Segment Tributary loads Wind Seismic x ��'� ( ) O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S Wind Sells VD(x+1)[Ibs] 4.50 8.1 2 2 245 -133 % -Dk ` 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 8.1 2 2 301 -68 69 TMAX(X)[Ibs] 301 B 2 S-S Wind Sells VD(x+1)[Ibs] % 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 _ Cr E V 179 104 IBC 2305 max TImAx(x)[Ibs] 861 152 C 2 S-S Wind Seis VD(x+1)[Ibs] 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[Ibs] 2689.96 1558.34 12.80 B.1 2 2 -113 -520 L 32.80 32.80 6.00 B.1 2 2 140 -226 V 82 47 IBC 2306 max TMAX(x)[Ibs] 140 D 2 S-S Wind Sells VD(x+1)[Ibs] VD(x)[Ibs] VT(X)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] =H Version TO Page5.1 Level or Segment Tributary loads Wind Seismic Wall Line ( ) �` x O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 S-S Wind Sells VD(x+t)[Ibs] 2113.54 1222.83 % - 273 . i-32°r1: 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4.00 8.1 6 1 1604 301 846 189 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 Sllt�'' V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2305 max 226 T� TMAx(x)[Ibs] 1651 901 B I 1 S-S Wind Sells 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 S W-Z, V 397 259 IBC 2305 max TmAx(x)[Ibs] 3527 1606 C 1 S-S Wind Sells VD(x+1)[Ibs] 2689.96 1556:34 7.00 8.1 1247 140 355 VD(x)[Ibs] 1804.14 909.775 7.00 8.1 1247 140 355 VT(x)[Ibs] 4494.1 2466.11 3.50 8.1 1 1 1303 140 421 119 L 24.00 24.00. 6.50 8.1 1 1 1212 140 314 5w-I V 187 103 IBC 2306 max 119 T-I TMAx(x)[Ibs] 1303 421 D 1 Svc Wind Sells VD(x+1)[Ibs] VD(x)]Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(X)[Ibs] Version 7.0 Page5.2 Shear wall Summary Sheeting Re m'ts Shear Transfer Overturningvalues Wind Sels Nlax Wind Seismic Wind Seismic 1 -2nd 58 67 1 1 81 66 2-2nd 3-2nd 72 68 1 ! 1 101 83 4-2nd A-2nd 63 69 1 1 88 51 B-2nd 128 104 1 2 179 104 C-2nd 59 47 1 j 1 82 47 D-2nd 1 - 1st 96 101 1 1 134 101 2- 1st 50 57 1 1 70 57 3- 1st 73 89 1 1 102 89 4- 1st A- 1st 153 226 1 2 215 167 1651 B-1st L34 259 2 6 397 259 3527 1606 C - 1st 119 1 2 187 103 1303 D- 1st SW-1 SW-2 SW-3 SW-4 SW-5 SW-6 Sheathing (PIS Shear Flow f226 1'z �97� � : . a - {P v:ia ii Shear Transfer Connectors - CD= 1.6, Hem-Fir Connector z(Ibs) 16d Nails 195.2 lbs 2005NDST1IN[97] 10.4 5.9 0.0 0.0 00 1 0.0 16d Slant Nails (v<150plo 162 Ibs 2005NDS T11 N[97] 8.6 4.9 ).0 0.0 0.0 Simpson A35 Clip 510 Ibs Simpson C-20091164 27.1 15.4 0.0 0.0 0.0 0.0 Simpson 111 Truss Connector 416 Ibs Simpson C-2009[156] 22.0 12.5 0.0 0.0 0.0 0.0 Simpson DTC Clip 125 Ibs Simpson C-2009[136] 6.6 3.8 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDST1IE(85] 50.1 7 28.5 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11E[85] 73.1 1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T11E1851 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 i M Deulw)ZL I 1 ' �CrSI�'tMJ L��DS a I {�DOF FLDCi�'m Kls1•LL,a DF.4D ; I� IaSF 10 P D hD ztorSF- L;NE ima5 PSF L,`v E r -oPJr- rr T C. c ©,Ls (Z' GI�JC6.l G_ Lv c d2avF 13's' U r � Ra-*O /so-I'cz W M. L l E i ►Z®n'F �' t 5 2.5' F .L. 90 I so asFS'- 33' Is 25 53'-r45' } PT. La+D ® ills Zo25 2afs5' LA ( � Q 10-90 MAD a 33' >✓ Z4" -160 600 Fu+ c ,t L c A,' 12Du1F 24' 5(00 boo F;..,_iA- LJ PISte A-VOk- rW-4-l►A 11-4 G, L WALL � I' �I Fz.►ter.. FLoo✓L 70 2Sv F,.,...L tD. 'L .lei' 60 7-*D 7.5 500 Lz 5' tenor -14) 360 FLOar D17' ] 2f �cati.tr L o r1U 7zo 12" 42 0.6' 4r5' i t i I 1 �,� ,� I :, 1� ' I • Goi.lT, or vr°f r2 r L0OZZ �► L� it's' i T.. n- r� C_ t' ro' O ZrEp lrl...cw_ 1 C C�• VSii+L4�d' 2DL3FLr 'c st,(AL 8r 35 n a r -44' Lear fu®'r- 2' I zS 25 44-`-+ !o' r f4 Q cy rZOOF 7,$ /.1• 5' T5 r25 [�1e7 -�'IZ,7'.� t�Pl7=r2=+S' VL' aOvel P,T"LO�FD t 21 S 20 25 t,z' Ro rSD t2,'1'4•i+7' 1; L lever- 7��a' J12,5 6 1.5 P AA- Qr L=!'I' tS, L- �' I r?Qai= 2' 3d 50 rill— i "JVA" k-wlw2 6,5 r 65 zb o L �r i Z' Sal i rQ"F s-' r 5 75 d G(�NT. UPP�t2 Fl�oK' �t2.�Mi+ lG: 1Cr � -r,l5' IV 7 C;, �- � InI(�'1Ai r.1 1=1..©fit2 FtQi4M in.!L> U.J WALL- �rl FLavi2 6o 140 Fcwt. Wki�L ��l' 19I — � FLOOR. 1640 Aso NtA A 1-DOW- 78TIT , L.= 12..S i f I ' I I ` ,�i, �F Lnd-D V�lrz- cis +25) PSF x Z4! — 96o PcF VIAzLr Lam= G(_Q,.-1 Ll� 4-a )Psi x h`=3 0o mr- _ w e: -YrE i WALL L-oAQ= n•, r, G. AIL = 14--'100F x c /zi'x Lr4f izq PuP uj 14-S PC x L- V, U-1 'fir = Rio fil6z -r3oo +r2R -f- I2R =168opvF 1 11'f �p•Ti,�.tCr Si�E = 8seri- — \A1r�• _ Uja <2"X�L FYGr w/ WALL L61u�i7 u4r: = C iO -+-4-0] PsFsc r --ro-aL LDA-c = WT r z -l-9� -#-25 1D95 t - IJS� fig x ror! Ttrr, vk// «9-- C o 1--1•T. o� 7 It 10Y, GG7QC, WALL_ LoA- z -_ a' f� r G. t, a. c fDO-rims-! Si-2•EL {4, G w I.EJ Irv? CiSfr 1!24X r D� I 1 AlLi I I Title: Job# Dsgnr: Date: 12:14PM. 10 MAY 11 Description Scope: Rev. 6WO0A Usor..KW-060=3.Vet 5.8.0,1•Doc-2003 General Timber Beam Page 1 (c)11183.2003 ENERCALC Englnaedrva Sofhvaro :1-182.acw:Calculatlona 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 0100 ft Beam Depth 10.500 in Right Cantilever ft ..Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin FcAllow 660.0ps1 E 1,800,0 ksi Full Length Uniform Loads Center DL 202.50#Ift LL 337.50 #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL #Ift ONCE2 Summary �. Beam Design OK Span=12.00ft,Beam Width=3.125in x Depth=10.5in,Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 k-ft Maximum Shear*1.5 4.2 k Allowable 13.2 k-ft Allowable 9.1 k Max.Positive Moment 9.72 k-ft at 6.000 ft Shear: @ Left 3.24 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.24 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000 in Max @ Right Support 0.00 k-ft @ Center 0.261 in Max.M allow 13.21 Reactions... @ Right 0.000 in fb 2,031.28 psi fv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections - f - -- - -- --�- Center Span... Dead Load Total Load Left Cantilever... Dead Load 'rota!Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5 D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.261 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 57.422 in3 Area 32.813 162 Cv 1.000 Rb 0.000 Cl 3239.999 1�a&prtorrLe n Sxx Rea'd Allowable fb @ Center 9.72 k-ft 42.26 in3 2,750.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear 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 x I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Usar.K1N-0803B03.vcr5.e.o,I-Dw-2003 General Timber Beam Page 1 (c)1883 2003 ENERCALC Engine&&Software General acwCalculatlons Description 2 (RXN) General information i Section Name 3.125x12 Center Span 17.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base A low 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fbcity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #Ift LL @ Left 150.00 #Ift Start Loc 0.000 ft DL @ Right #Ift LL @ Right #/ft End Loc 17.000 ft #2 DL @ Left 00.00 #Ift LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #Ift 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 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.3141n Max.M allow 17.25 Reactions,.. @ Right 0.000 In fb 1,423.82 psi fv 91.03 psi Left DL 1.02 k Max 2.72 k Fb 2.760.00 psi Fv 276.00 psi Right DL 0.51 k Max 1.36 k Deflections Center Span... Qgad Loa Tota Load Left Cantilever... Dead Load Total Load Deflection -0.2091n -0.558 in Deflection 0.000 In 0.000 In ...Location 8.160 It 8.160 ft ..Length/Defl 0.0 0.0 ...Length/Deft 975.3 365.72 Right Cantilever... Camber(using 1.5`D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0,3141n ...Length/Defl 0.0 0.0 @ Leff 0,000 in @ Right 0.000 In Stress Gaits Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 in3 Area 37.500 In2 Cv 1,000 Rb 0.000 CI 2719.999 Max Moment Sxx Reg'd Allowable fb @ Center 8.90 k-ft 38.69 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Laft 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 Y Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: U.err.M-0803003,Vor5.8.0,1-Doo-2003 General Timber Beam Page 1 (c)1983-20M ENERCALC Eng1nown2 Software 11-162.ecvr.CelculatWs 4�11 f� Description 3 (RXN) General Information Section Name 5.125x37.5 Center Span 45.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . ...Lu 0.00 ft Beam Depth 37.500 in Right Cantilever ft . . .. Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Flxlty Pin-Pin FcAllow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 15.00 vit LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 15.00 #A LL Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #/ft LL Right 25.00 #/ft End Loc 24.500 ft #2 DL @ Left 90.00 #At LL @ Left 150.00 #/ft Start Loc 24.500 ft DL @ Right 90.00 #/it LL @ Right 150.00 #/ft End Loc 33.000 ft #3 DL @ Left 15.00 */it LL @ Left 25.00 #/ft Start Loc 33.000 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 45.000 ft Point Loads Dead Load 1,215.0lbs 1.020.0lbs Ibs Ibs Ibs Ibs �rmlbs Live Load 2,025.0lbs 1,700.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 24.600 ft 33.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design'OK Span=45.00ft,Beam Width=5,125in x Depth=37.5in,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear"1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 it @ Right 6.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0,00 k-ft @ Center 0.4071n Max.M allow 228.43 Reactions... @ Right 0.000 In lb 889.23 psi fv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 2,282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k Deflections Center Span... Dead Load Total Loa Left Cantilever... Dead Load Total Load Deflection -0.271 in -0.724 in Deflection 0.000 In 0.000 In ...Location 23.580ft 23.580 ft ...Length/Deft 0.0 0.0 ..,Length/Deft 1,989.2 745.96 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.407 in ...Length/Defi 0.0 0.0 @ Left 0,000 in @ Right 0.000 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Rev: 58DOC4 Page 2 User.KW-0603603.Vat 5.0.0.1-0e62003 General Timber Beam g (c)1983-2003 ENEACALC Engineering Software 11-192.ecwCalcu1a6on3 YR39�b i Description 3 (RXN) Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172In3 Area 192.188 in2 Cv 0.827 Rb 0.000 cl 4615.221 Max Moment Sxx Read Allowable tb •Center 89.01 k-ft 468.05 In3 2,282.05 psi •Left Support 0.00 k-ft 0.00 In3 2,282.05 psi •Right Support 0.00 k-ft 0.00 In3 2,282.05 psi Shear Analysis C Left Support @ Right Support Design Shear 6.56 k 9.60 k Area Required 23.752 in2 34.782 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 4.62 k Bearing Length Req'd 1.385 in Max,Right Reaction 6.64 k Bearing Length Req'd 1.995 In (1: J Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev 580004 - -- Usar-MN-0803803,Ver5.8.0,1-Dec-2oo3 General Timber Beam Page 1 c)19B3.2003 ENERCALC Englneering Software 11-182.ecw:Calcutallare ltss>a�ac�zaes;�::a� Description 4 General Information Section Name 4x10 Center Span 6.00 ft , ,...Lu 0.00 ft Beam Width 3.600 in Left Cantilever ft . ,...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load bur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 360.00#/ft LL 60000 #!ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Desl n OK Span=6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.860 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 3.2 k Allowable 5,0 k-ft Allowable 6.3 k Max.Positive Moment 4.32 k-ft at 3.000 ft Shear. Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.88 k Max @ Left Support 0.00 k-ft Camber. Left 0.000 in Max @ Right Support 0.00 k-ft Center 0.0521n Max.M allow 5.02 Reactions... @ Right o.000 in fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.50 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k Deflections Center Span.., Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.035In -0.093 In Deflection 0.000 in 0.000 in ...Location 3.000 ft 3,000 ft ,..Length/Defl 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.052 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0,000 ft Sxx 49,911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 2879.999 Max Moment Sxx ReQ'd Allowable fb @ Center 4.32 k-ft 42.93 in3 1,207.50 psi @ Left Support 0,00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,207.60 psi Shear Analysis @ Left Support (a7 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 4 r� Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: . Rev. b80o0A User KwO&J3603,ver5.8.0,1-Dec•20m General Timber Beam Page 1 :cJ1083-20J3 ENERCALC EnglnaeringSoftware 11-182.ecw;Calculatrons Description 4A LGeneral Information Section Name 4x8 Center Span 4.00 ft ..,.,Lu 0.00 ft Beam Width 3.500 in Left Cantllever ft ,,...Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .,...Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0psi Load Our,Factor 1.150 Fv Allow 170,0 psi Beam End Fixity Pin-Pin Fc Allow 625,0 psi E 1,300.0 ksi Full Length Uniform Loads Center OL 360.00#fft 11 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever OL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.674 : 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 0.000 in Max @ Right Support 0,00 Wt @ Center 0.0221n Max.M allow 3.34 Reactions... @ Right 0.0001n fb 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 1,308.13 psi Fv 195,50 psi Right DL 0.72 k Max 1,92 k Deflections Center Span... Dead Load To_t_aI Load Leff Cantilever... Dead Load Total Load Deflection -0.014 in -0,038 in Deflection 0,000 in 0.000 In ,..Locatlon 2.000 ft 2,000 ft ..,Length/Deft 0,0 0.0 .,.Length/Defl 3,344.8 1,254,30 Right Cantilever... Camber(using 1,6 `D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0,000 in Stress Calcs ------- - --- - - - - -- - ------- -- Bending Analysis Ck 29,150 Le 0.000 ft Sxx 30.661 In3 Area 25.375 In2 Cf 1.300 Rb 0.000 Cl 1919.999 Max Moment &c(Rect'd Alio•.vable fb @ Center 1.92 k-ft 17.61 In3 11308.13 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 0.876 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: •Rev: 580004 Use�KWA603603.Ver5.8.0,1.Oec-2ooa General Timber Beam Page 1 _(c)1g83.2003 ENERCALC Engineerhi Software 11.162.sevr.Calculations Description 5 General Information Section Name 5.125x13.5 Center Span 16.00 ft .. . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .. . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1,000 Fv Allow 240.0psi Beam End Fixity Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 151.00 Wft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=5.1251n x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0•443 : 1 Maximum Moment 13.8 k-ft Maximum Shear* 1.5 4.5 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 ft Shear: @ Left 3.45 k Max.Negative Moment 0.00 k-ft at 16.000 ft @ Right 3.45 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.1771n Max.M allow 31.13 Reactions... @ Right 0.0001a fb 1,063.16 psi fv 64.59 psi Left DL 1.21 k Max 3,45 k i Fb 2.400.00 psi Fv 240.00 psi Right DL 1.21 k Max 3.45 k Deflections Center Span... Dead Load To al Load Left Cantilever... Dead Load Total oa Deflection -0.118 In -0.336 in Deflection 0.000 In 0.000 in ..,Location 8.000 ft 8,000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.5*D.L.DO)... 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 CI 3447.999 Max Moment Sxx Reo'd Allowab'e fb @ Center 13.79 kit 68.96 In3 2,400.00 psi @ Left Support 0.00 kit 0,00 In3 2,400.00 psi @ Right Support 0.00 k-ft 0,00 In3 2,400.00 psi ShearAnalysis @ 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 m Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descrlptlon Scope Rev: SOM04 User KW-0O03603 Ver5.80,1-Doo-2003 General Timber Beam Page 1 (c)±983.2003 ENE.ACALC Englrteerfng So"*- ".-162 ecwCalculatlons 37 Description 6 General Information Section Name 5.125x13.5 Center Span 19.00 ft .. ,Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .. .Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft ...Lu 0.00 ft Member Type Giul.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 Fe Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads --�p Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 60.00 #/ft LL Left 240.00 Wit Start Loc 0.000 ft DL(cif Right 60.00 #/ft LL i@ Right 240.00 #/ft End Loc 11.000 ft #2 DL @ Left 75.00 wit LL @ Left 300,00 Wit Start Loc 11.000 ft DL @ Right 75.00 #1ft LL @ Right 300.00 Wft End Loc 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5,1251n x Depth=13.5in,Ends are Pln-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear*1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max,Positive Moment 16.57 k-ft at 9.880 ft Shear. @ Left 3.36 k Max.Negative Moment -0.00 k-ft ---at--19.000-fl @ Right --3.7(Yk 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 psl Left DL 0.98 k Max 3.36 k Fb 2,395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 k Deflections -- Center Span... Dead Load Total Load Left Cantilever... Dyad Load Total Load Deflection -0.164 in 0.571 In Deflection 0.000 In 0,000 In ...Location 9,576ft 9.576ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0,000 in @ Center 0.246 In ...Length/Defl 0.0 0.0 @ Left 0,000 In @ Right 0.000 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 1 i Description Scope: Rev; 69 4 user,KW-0603603,Ver6.B.0,i-Dec4003 General Timber Beam Page 2 (01983-2003 EMERCALC Engineering Software 11462.emCaloulallons n Description 6 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672ln3 Area 69.188 in2 Cv 0.998 Rb U00 Cl 3366.314 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 2,395.76 psi Shear Analysis Left Support @ Right Support Design Shear 4.49 k 4.89 k Area Required 18.716 in2 20.388 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Req'd 1.008 In Ma)L Right Reaction 3.70 k Bearing Length Req'd 1,112 In r .> i I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: b8000A User.KWOso3e03 Vor5.8,0.1-Dec2003 General Timber Beam Page 1 c11983 2003 ENEifCALC Engineering Sogware it-182.ocwCatculad" Description 7 General Information Section Name 4x10 Center Span 5.00 ft ... ..Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ... ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 88,00#/ft LL 28.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoldal Loads q #1 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 0.000 ft DL @ Right 360.00 Wit LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 5.000 ft Point Loads Dead Load 720.0Ibs 720.OIbs Ibs Ibs Ibs Ibs Ibs Live Load 1,200.0lbs 1,200.0lbs Ibs Ibs Ibs Ibs lbs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=5.00ft, Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.361 : 1 Maximum Moment 1.6 k-ft Maximum Shear " 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.58 k-ft at 2.080 ft Shear. @ Left 2.74 k Max.Negative Moment 0,00 k-ft at 5.000 ft @ Right 2.74 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.018 in Max.M allow 4.37 Reactions... @ Right 0.000 in fb 378.73 psi fv 11.62 psi Left DL 1.14 k Max 2.74 k Fb 1,050.00 psi Fv 170.00 psi Right DL 1.14 k Max 2.74 k Deflections - Center Span... Dead Lod Total Load Left Cantilever... Dead Load Total Load Deflection -0.012 in -0.027 in Deflection 0.000 In 0.000 In ...Location 2.480 ft 2.480 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,953.7 2,243.91 Right Cantilever... Camber(using 1.5`D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.0181n ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In I I Title: Job# Dsgnr: Date: 12;14PM, 10 MAY 11 Description : Scope: Roy.. 580WA Usor:KW-C803803,VaSAO,1-Dea2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software 11-182,acwCalculadons F-MZM _ a¢s� Description 7 Stress Caics ,y Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 2737.040 Max Moment Sxx Read Allowable fb Q 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 Anatysis @ Left Support @ Right Support Design Shear 0.23 k 0.36 k Area Requlred 1.349 In2 2.213 In2 Fv:Allowable 170.00 psi 170,00 psi Bearing @Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 In Max.Rlght Reaction 2.74 k Bearing Length Req'd 1.252 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev a600 a - use�,xw-oeo3503,ver5.e.0,1-Doc-200 3 General Timber' Beam Page 1 (c)1803.2003 ENERCALC Engineering Software 1-I62.ocx.Ca'rulailc s p R�mra�cwc'ocia.„-4�aeru!xy�,r,�a�vsa, cr7 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 ft . . . ..Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 pal Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,600.0 ksi Full Length uniform Loads Center DL 175.50#Ift LL 378.00 #Ift Left Cantilever DL #Ift LL #/ft Right Cantilever DL #Ift LL #Ift Summary Beam Design OK Span=11.50ft,Beam Width=3.125in x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.797 : 1 Maximum Moment 9.2 k-ft Maximum Shear* 1.5 4.0 k Allowable 11.5 k-ft Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 ft Shear: @ Left 3.18 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 3.18 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 Wt @ Center 0.191 in Max.M allow 11.48 Reactions... @ Right D.0001n fb 1,912.17 psi I'v 123.38 psi Left DL 1.01 k Max 3,18k Fb 2,400,00 psi Fv 240.00 psi Right DL 1.01 k Max 3.18 k Deflections Center Span... Dead Load Total Load Left Cantilever... Des oa Total Loa �i 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 1.6"D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.191 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Cales 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 N1om?ns Sxx_Rea'd ALloable 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 0.001n3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 In2 16.868 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ 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 J 1 Title: Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Descriptlon Scope: -- User.KW 0603603.VWSAO,t-OW-2003 General Timber Beam Page 1 (c)1903.20C3 ENERCALC Enp:nooring Softwaro 162.etw Calculat'nns Description 9 General Information _ Section Name 4x10 Center Span 8.30ft Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 171.00 AM LL 290.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.30ft,Beam Width=3.500in x Depth=9.251n,Ends are Pfn-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 6.5 k Max.Positive Moment 3.97 k-ft at 4.150 ft Shear: @ Left 1.91 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.091 In Max,M allow 4.37 Reactions... @ Right 0.000In fb 954.44 psi fv 72.33 psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi _ _Right DL 0.71 k Max 1.91 k Deflections Center Span... (Dead Load Total Load Left Cantilever... Dead oa 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/Deft 11636.9 607.20 Right Cantilever... Camber(using 1.5*D.L.Dell)... Deflection 0.000 in 0.000 in @ Center 0.091 In ...Length/Defl 0.0 0.0 @ Left 0,000 In @ Right 0.000 in Stress CaIcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1913.149 Max Moment Sxx Read Allowable fb @ Center 3.97 k-ft 46.37 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 u I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: .ReV: 680004 user:Kw•QB03803,Vor8.80,1-Deo-2003 General Timber Beam Page 1 (c)1983.2003 ENERC!LC Englneedng So(D.var° 11482.scw,Catcutatione Description 10 General Information Section Name 2-2xl0 Center Span 6.00ft .., . .Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft . . .Lu 0.00 ft Beam Depth 9.2501n Right Cantilever ft ... . .Lu 0.00 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pln-Pin FcAllow 625.0psi E 1,600.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #Ift Trapezoidal Loads 01 DL @ Left 298.00 #/ft LL @ Laft 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 #/ft LL @ Right 378.00 #Jft End Loc 4.400 ft #2 DL @ heft 16.00 #/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 x 3.0001n x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 k-ft Maximum Shear* 1.5 2.2 k Allowable 3.5 k-ft Allowable 5.0 k Max.Positive Moment 2.83 k-ft at 2.808 ft Shear. @ Leli 2.01 k Max.Negative Moment. 0.00 k-ft at 0.000 ft @ Rig fit -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0371n Max.M allow 3.53 Reactions... @ Right 0.000 in fb 793.19 psi fv 79.05 psi Left DL 0.88 k Max 2.01 k Fb 990.00 psi FV 180.00 psi Right DL 0.55 k Max 1.27 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Loa Mal Load Deflection -0.025 in -0.056 In Deflection 0.000 in 0.000 in ...Location 2.928 ft 2.928 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2.926.3 1,275,38 Right Cantilever... Camber(using 1.6*D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.037 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: •Rer. 68A004 User.KW0603603 Ver5.8.0,i-Cec-2003 General Timber Beam Page 2 (a)1463.2A03 ENF�ICALC FsgL:eenng Sc(tware 11.162ecwC"Istlon0 Description 10 Stress Caics Bending Analysla Ck 34.195 Le 0.000 ft Sxx 42.781 In3 Area 27.750 1n2 Cf 1.100 Rb 0.000 Cl 2012.319 Max Moment Sxx Read Allowable`,b @ Center 2.83 k-ft 34.28 Ina 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 Reactlon 2.01 k Bearing Length Req'd 1.073 In Max.Right Reaction 1.27 k Bearing Length Req'd 0.675 In �� i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 58OM4 User:tcw-0e03se3,ver 5.e,0,1•oeo-20C3 Page 1 (c)1993.2003ENERCALCEngneehnSOnware General Timber Beam IIA62.ecw.CetwlaVons t Description 11 General Information Section Name 5.125x22.5 Center Span 21.50ft Lu 0,00 ft Beam Width 5.125 in Left Cantilever ft . ,. , .Lu 0.00 ft Beam Depth 22.500 in Right Cantilever ft . . ..Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin FcAllow 650.0psi E 1,800.0 ksl Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 #/ft Left Cantilever DL #/it LL #/ft Right Cantilever DL #/ft LL #/it Trapezoidal Loads --� #1 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 1.200 ft DL @ Right 112.50 #/ft LL @ Right 187.50 Wft End Loc 2.700 ft #2 DL @ Left 112.50 Wft 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 It DL @ Right 112.50 Wit LL @ Right 167.50 #/ft End Loc 12.700 It #4 DL @ Left 75.00 #/ft LL @ Left 125.00 Wit Start Loc 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125.00 #/ft End Lac 21.500 ft Point Loads Dead Load 2,094.0 ibs 113.0 Ibs 113.O lbs 1 3.0lbs 1 3.0 Ibs 143.0 I s 143.O:bs Live Load 3,158.0 Ibs 188.0 Ibs 188.0 Ibs 188.0 Ibs 188.0 ibs 238.0 Ibs 238.O1bs ...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 66.82 k-ft at 10.406 ft Shear. @ Left 14.65 k Max,Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.90 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.285 in Max M allow 61.02 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 T Center Span... Dead Load Tcta'Load Left Cantilever... Dead Load n Total Load Deflection -0.190 in -0,543 in Deflection 0.000 in 0.000 in ...Location 10.578 ft 10.664 ft ...Length/Defi 0.0 0.0 ...Length/Defl 1,355.6 474.98 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.285 In ...Length/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: S80W4 Page 2 UeerKW06o3803 Ver5.8.0,1-Dec-2003 General Timber Beam (01983.2003 ENEdCALC EmIneeftng Software 11-t82.ear.Calcula0ona -rnscec� , Description 19 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.422 in3 Area 115.313 in2 Cv 0,937 Rb 0.000 Cl Max Moment Sr,< e 'd Allowable fb @ Center 66.82 k-ft 303.23 in3 2,248.48 psi @ Left Support 0.00 k-ft 0.00 in3 2,248.48 psi @ Right Support D,00 k-ft 0.00 In3 2,246.46 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.10 k 12.58 k Area Required 50.400 1n2 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. WON -- User'Kw•03ENE,vor6.e.n l-a ngso General Timber Beam Page 1 (a)iB83.2003 ENERCALC Engtnaorinq son we:e 11-162.ecw,Ca1 Waffone Description 12 General information Section Name 3.125x12 Center Span 1 6.00 ft Lu 0.00 It Beam Width 3.125 in Left Cantilever ft . ...,Lu 0.00 ft Seam Depth 12.000In Right Cantilever ft . ....Lu 0.00 ft Member Type GiuLam Douglas Fir,24F-V4 Fb Base Allow 2.400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fbdty Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary - - - - Beam Design OK Span=16.00ft,Beam Width=3.125in x Depth=12.in,Ends are Pin-Pin Max Stress Ratio 0.557 : 1 Maximum Moment 9.6 k-ft Maximum Shear"' 1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.60 k-ft at 8 000 ft Shear. @ Left 2.40 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40 k Max @ Left Support 0.00 k-ft Camber: c@ Left 0.0001n Max @ Right Support 0,00 k-ft @ Center 0.3071n Max.M allow 17.25 Reactions... @ Right 0.000 In fb 1,536.00 psi fv 84.48 psi Left DL 0.90 k Max 2.40 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2.40 k Deflections - Center Span... Dead Load Total Load Left Cantilever... 77-7 Load Total Load Deflection -0.205In -0.546In Deflection 0.000 In 0.000 In ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 010 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0:000 in 0.000 In @ Center 0.307 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000in3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx Reg'd Allowable fb @ Center 9.60 k-ft 41.74 In3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760,00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.17 k 3.17 k Area Required 11.478 in2 11.478 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.40 k Bearing Length Req'd 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 Descriptlon Scope: Raw. 590004 -- Mer.KW-MOW03,Ver5.S.0.1-Oec4003 General Timber Beam Page 1 (c)1993-2003 CNCRCALC Engiieorin8 Serlware 19-162.a�rCaktilat!crs aasmsmi�era� Description 13 General Information Section Name 4x10 Center Span 17.00 ft .....Lu 0.00 ft Beam Width 3.500In Left Cantilever ft . ..Lu 0.00 ft Beam Depth 9.250in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,350.0psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625,0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #Ift Left Cantilever DL #Ift LL #Ift Right Cantilever DL #Ift LL #/ft =S . - Beam Design OK Spann 17.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.559 : 1 Maximum Moment 4.3 k-ft Maximum Shear* 1.5 1.4 k Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.500 ft Shear: @ Lef. 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ R;Ignt 1.02 k Max C Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.3431n Max.M allow 7.75 Reactions,,. C Right 0.000 in fb 11042.25 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 LoadTotal Load Left Cantilever... ❑eae Load Total Load Deflection -0.229 in -0,811 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 1.6 D.L.DO)... 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 Calcs Bending Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 C1 1020.000 Max Moment Sxx Req'd Allcwable fb @ Center 4.33 k-ft 27.92 In3 11863.00 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 C 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 V Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope., Ray: 500004 1 User..M-0603603,Ver5,0.0.1-0ec-2003 General Timber Beam Page 1 l (0)1983-2003 ENERCnLC Enginoerlre$ottwere 11-162.ecv.CelcuWone Description 14 General information Section Name 4x10 Center Span 6.00 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 Flr-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear*1.5 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3.000 ft Shear: @ Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1,46 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.0261n Max.M allow 4.37 Reactions... @ Right 0.000 in fb 525.81 psi fV 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.53 k Max 1.46 k Deflections Center Span... Dead Load Total Load oft Cantilever... Dead Load Total Lcad Deflection -0.0171n -0.047 In Deflection O.O00 in 0.000 1n ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ,,.Length/Defl 4,210.2 1,524.67 Right Cantilever... Camber(using 1.6*D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.026 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Caics Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1467.999 Max Moment Sxx Reg' Allowable fb @ Center 2.19 k-f, 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 1,060.00 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 f Title: Job# Dsgnr: Date: 12:1413M, 10 MAY 11 Description Scope Rev 580004 - User,l(W-0003803 VW5.80,1.Oec-2o03 General Timber Beam Page 1 (c)1983-2W3 EMEF`tCALC Engineering Sotlwnra 11'82.ear.Calwatlats vra..:ucau Description 15 General Information Section Name 4xa Center Span 3.00ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft MemberType 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 ksf Full Length Uniform Loads Center DL 196.00 Oft ILL 355.00 #/ft Left Cantilever DL #/ft ILL Oft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.213 : 1 Maximum Moment 0.6 k-ft Maximum Shear* 1.5 0.7 k Allowable 2.9 k-ft Allowable 4.3 k Max.Positive Moment 0.62 k-ft at 1.500 ft Shear. @ Left 0.83 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 2.91 Reactions... @ Right 0,000 in fb 242.60 psi fv 29.31 psi Left DL 0.29 k Max 0.83 k Fb 1,137.50 psi Fv 170.00 psi. Right DL 0;29 K. „ _ „Max . ._ 0.83 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.007 in Deflection 0.000 in 0.000 In ...Location 1.500ft 1.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 14.562.4 5,180.11 Right Cantilever... Camber(using 1.5 "D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.004 in ..,Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Catcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 30.661 ln3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 826.500 Max Moment Sxx Rec'd Allowable(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 psl @ 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 fi Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: ----- User.KW0603803,Var8.8.0,1-Dec-2003 General Timber Beam Page 1 (c)Sg832CO3 ENERCALC Engineering Software 11-162.ecw:0alculallona 9i:�sf9n •m..�..----.-._._-rw o�ewawc�vsme Description 16. General Information Section Name Prllm:3.5x9.25 Center Span 8.50 ft . .. ..Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft ...,,Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Plne Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 80.00 #/ft LL @ Left 320.00 *ft Start Loc 0.000 ft DL @ Right 80.00 gift LL @ Right 320.00 #/ft End Loc 3.000 ft #2 DL @ Left 70.00 #/ft LL @ Left 280.00 #/ft Start Loc 3,000 ft DL @ Right 70.00 #/ft LL @ Right 280.00 #/ft End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.562 ; 1 Maximum Moment 6.8 k-ft Maximum Shear* 1.5 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3.26 k Max.Negative.Moment 0.00 k•ft at 0.000 ft @ Right 3.16k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.057 in Max.M allow 12.08 Reactions.,, @ Right 0.000 In fb 1,628.53 psi fv 123.65 psi Left DL 0.65 k Max 3.26k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.038 in -0.191 In Deflection 0.000 in 0.000 In ...Location 4.250ft 4.260 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,668.7 533.75 Rlght Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0,000 In 0.000 In @ Center 0.057 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I M Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 680004 User.KW-060M03Ver6.8.0,1.Oee-2003 Page 2 General Timber Beam(c)1g83.2003 ENE46ALC EnOlneering Soflwaro 11.162.acw Ceicu a0o u :>�s:•msQzaga� �rv3� 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 Cl 3257.903 Max M4 en S>oc Reg'd Allowable fb @ Center 6.77 k-ft 28.031n3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 in2 13.496 In2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 3.26 k Bearing Length Req'd 1.432 in Max.Right Reaction 3.16 k Bearing Length Req'd 1.389 in I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 580004 -- - ussCKW-0503so3,Ver5.5.0,1-Dec-2003 General Timber Beam Page 1 0)1953-2003 ENERCALC Engineering Software 11-ta2.ecw Celwlellona Description 17 General Information Section Name 4x10 Center Span 10.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ....Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 626.0 psi E 1,300,0 ksi Full Length Uniform Loads Center DL i 15.50#/ft LL 192.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.767 : 1 Maximum Moment 3.8 k-ft Maximum Shear"1.5 2.0 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 3.85 k-ft at 5.000 ft Shear @ Left 1.64 k Max.Negative Moment 0.00 k-ft at 10.000 ft @ Right 1.54 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.130 in Max,M allow 5.02 Reactions... @ Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54 k Fb 1,207.60 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 Total Load Deflection -0.087 In -0.231 In Deflection 0.000 in 0.000 In ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,385.7 519.65 RightCantllever... 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 CaICs Bending Analysis Ck 29,150 Le 0.000 ft Sxx 49.911 in3 Area 32.375€n2 Cf 1.200 Rb 0.000 CI 1539.999 Max Moment Sxx Req'd Allo�gable fb @ Center 3.85 k-ft 38.26 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 €n2 10,020 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max,Left Reaction 1.54 k Bearing Length Req'd 0.704 In Max.Right Reaction 1.54 k Bearing Length Req'd 0.704 In Title: Job# Degnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. -User KW C603603,Ver5.Bp,1-Dec 7CO3 General Timber Beam LP�a(c)1883 2Ce3 8Nf:RCALC EnglnesnM Software ati ms - Description 18 General Information . >� Section Name 4x6 Center Span 5.00 ft .. ...Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ...Lu 0,00 ft Beam Depth 5.5001n 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 170.0psi Beam End Fixity Pin-Pln FcAllow 625.Opsi E 1,300.0 ksi Full Length Uniform Loads Center DL 94.50#/ft LL 157.50 oft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary �- Beam Design OK Span=5.00ft,Beam Width=3.500in x Depth-5.51n,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 0.63 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.0321n Max.M allow 1.92 Reactions,,, @ Right 0.000in fb 535.54 psi fv 40.46 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... ead Load Total Load Left Cantilever.., Dead Load Total oad 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 1.5"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 Momei' Sxx Rend Aliowabie fb @ Center 0.79 k-ft 7.22 in3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 In3 1,308.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 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 s Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description; Scope: Rev. SM4 User.KW-OWWo3.VerS.a.0,1-Dec-2003 General Timber Beam Page 1 119e3-2003 ENERCALC Eng;needng Software 1/.102.ecw:Ca1cdeucf•s Description 19 General Information eeA+wu.��mn�CQs�sal�lesl1�37in a�a--ra�:a Section Name 4x10 Center Span 4.00ft ... ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No,2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Unlform Loads Center DL 100.00#/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ram: _ _ _ __ Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.229 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 ft Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 4.37 Reactions.,, @ Right 0.000 In fb 240.43 psi fv 28.54 psi Left DL 0.20 k Max 1=k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.20 k Max 1.00 k Deflections - - _ -- --- -----� . �, Center Span... Dead Load Total_Load Loft Cantilever... Dead Load Total Load Deflection -0.002In -0.0101n Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ,..Length/Defl 0.0 0.0 ...Length/Defl 25,008.4 5,001.67 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31,260 Le 0.000-ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Ct 1000.000 Max Moment S:oc Baca Allowable fo @ Center 1.00 k-ft 11.43 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 0,92 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;1413M, 10 MAY 11 Description Scope: Rey. MOM - - ---- ----- uler.K -TO3603,Var6.8.G,1-D,--2W3 General Timber Beam LP,,,ge(c)1983-20G3 ENEAver Englnee lna Sonvrare geetlone Description 20 General Information Section Name 4xio Center Span 4.00 ft ... ..Lu 0.00 It Beam Width 3.500 in Left Cantilever ft . ..Lu 0.00 ft Beam Depth 9.260 in Right Cantilever ft . . Lu b.00 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full length Uniform loads Center DL 149.00#/ft LL 436.00 #/ft - Left Qantllever DL 0/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.5001n x Depth x 9.251n,Ends are Pln-Pin Max Stress Ratio 0,268 : 1 Maximum Moment 1.2 k-ft Maximum Shear*1.5 1.1 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.17 k-ft at 2.000 ft Shear: @ Left 1.17 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.17 k Max @ Left Support 0.00 k•ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 4.37 Reactions... @ Right 0.0001n fb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1,17 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.30 k Max 1.17 k Deflections Center Span... Dead Lead p Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.011 In Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 010 ...Length/Deft 16,784.1 4,274.94 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflectlon 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 ' r. Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1170.000 Max Moment Sxx Req'd Akwabie fl) @ Center 1.17 k-ft 13.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 6.359 in2 6.359 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.17 k Bearing Length Req'd 0.535 In Max.Right Reaction 1.17 k Bearing Length Req'd 0.535 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: • Rev: 660004 - - User KWo6o3603,Ver6.8.0,1•Oac-2003 General Timber Beam Page 1 (c)1983 2003 ENERCALC Engineerk•9 5oftnere 1 162.ecwCelcItions Fi"Z�1kii�JQ634L' Description 21 Genera[Information Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 a Beam Width 3.500 in Left Cantilever ft . .. .Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth-9.251n,Ends are Pln-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear" 1.5 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 It Shear. @ Left 1.92 k Max.Negative Moment 0.00 k4t at 0.000 It @ Right 1.92 k Max @ Left Support 0.00 kit Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.009in Max.M allow 4.37 Reactions... @ Right 0.000in fb 462.58 psi fv 54.91 psi Left DL 0.64 k Max 1.92 k I Fb 1,050.00 psi Fv 170.00 psi Right DL 0.64 k Max 1.92 k Deflections _ - _ v T - "'-3rc����+ IIfs "I Center Span... Dead Load Total Load Left Cantilever,.. Dead Load Tatal 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 ...Length/Deft 7,766.6 2,599.62 Right Cantilever... Camber(using 1.6•D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0,009 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs - -- - -- -- Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1923.999 Max Moment Sxx Req'd AAJo%y2016 fib •Center 1.92 k-ft 21.99 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10,458 In2 10.458 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.880 n I I' Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Descrlptlon Scope: Rev $80004 Uuer.KW-0803603,ver5.8.0,t-Dea2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering 8onwaro t-152. cn raIc ito l�r pmr�isss aascRiir�.roxi�essmztat>a.�a1t Description Floor Joist Above(2)-Car Garage General Information y Section Name 2.2x10 Center Span 17.50 ft ....Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft . . ..Lu .000 ft Beam Depth 9.250 in Right Cantilever ft ..Lu 0 00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 pal Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL 13.50#Ift LL 53 50 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL Summary 11 Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear* 1.5 0.8 k Allowable 4.5.k-ft Allowable 5.0 k Max.Positive Moment 2.56 k-ft at 8.750 It Shear: @ Left 0.59 k Max.Negattve Moment 0.00 k-ft at 0,000 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.127in Max.M allow 4.51 (off Right 0.000in Reactions... fb 719.43 psi iv 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... Dgad Load Total Load Left Cantilever... qQa4_LOA Total Load Deflection -0.0851n -0,4201n Deflection 0.000 In 0.000 In ...Location 8.750 ft 8.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,479.6 499.61 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 In 0.000 In Center 0.127 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 in3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 586.260 Max Moment Sxx Rea'q 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 pal 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: 12:15PM, 10 MAY 11 Description; Scope: Rev: 580004 usecKwaeosso3 vera, Timber 1 ecw B.O.e.o, -oea_zooa General Tier Beam (0190-2003 ENERCALC Eng(nes6rg Software t1.162. .PageCn alago t. csc�,� a csrt�z a2 Description Main Floor Joist General Information � - . Section Name 2x10 Center Span 12 50 It .....Lu 0.00 ft Beam Width 1.5001n Left Cantilever ft . . .Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft .. ..Lu 0.00 It MemberType Sawn Hem Flr,No.2 Fb Base Allow 860.0 psi Load Dur.Factor 1,000 Fv Allow 150.0 psi Beam End Fixity Pln-Pin Fe Allow 405.0 psi Repetitive Member E 1.300.0 ksi FUII Length Uniform Loads Center DL 13.50#/ft LL 63.50 #Ift Left Cantilever DL #/ft LL #/ft Right Cantilever DL #!ft LL #/ft Summary Beam Design OK Span=12,50ft,Beam Width=1.500in x Depth-9.25in,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 @ Rigi;t 0.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.066in Max.M allow 1.92 @ Right 0.0001n Reactions... fb 734.11 psi fv 39.84 psi Left DL 0.08 k Max 0.42 k Fb 1,075.25 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k 'eflections Canter Span... Dead Load To;a Load Lek Cantilever... Doad Load To al l oad Deflection -0.0681n -0.286 in Deflection 0,000 In 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,601.5 524.18 Right Cantilever... Camber(using 1.6 D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.086 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Bending Analysts Ck 31.716 Le 0.000 ft Sxx 21.391 in3 Area 13.875 In2 Cf 1.100 Rb 0.000 Cl 418.750 Max Mom@nt Sxx Reg'd Allowable fb @ 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 11075.25 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 �,. 1 fA Ul cn 9 .10 5F I ��.t J�A W cG N NEp. 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G =C O O W cn D D O O d aqq m a a x !� ,Jy� v tri m x ^pZ Zmin J m -1 o cr mcn a a x -v -,00 0 J m s O O Z J N J J cA N J REED & ASSOCIATES, PS CIA&Structural Engineering 8311 212th St,SW,Edmonds,WA 98026 ' Office(425)778.2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2009 EDITION,OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION, DESIGN LOADS ROOF: DEAD=15 PSF FLOOR: DEAD= 10 PSF WALL: DEAD=10 PSF SNOW=25 PSF LIVE=25 PSF LIVE=40 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE f c=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 03 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR;DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x AND GREATER): DF-L#2 JOISTS/STUDS(2x_): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x—TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA : BASIC WIND SPEED--85 MPH IMPORTANCE, Iw= 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, Irz= 1.0 Ss= 1.25 Site Class, D SI = 0.40 SEISMIC DESIGN CAT., D SDS= 0.83 SEES. FORCE RES. SYS, A.13. SDI =0.43 DESIGN BASE SHEAR= 10613 Ibs CS=0.13 SIMPLIFIED METHOD R=6.5 I SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN 2x LEDGER (OR ROOF TRUSS) W/ (2)-16d EA, STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN S?-'EARWALL PER PLAN TIGHT FIT S❑LID BLK'G TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN -TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINUOUS C3) LED EA, STUD SOLID BLK'G W/ (3)-16d EA. STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 1 LOW ROOF SHEAR TRANSFER, TYPICAL SCALE, NTS SECTION VIEW B❑UNDARY NAILS_ PER PLAN SHEATHING PER PLAN— - - -- -- - -- -- -- - -- - - - --,,,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 CONN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN ROOF DIAPHRAGM TO INTERIOR SHEARWALL SCALEi NTS SECTI❑N VIEW SW, PER SCHED.T 16d BASE PLATE 8of PER SW, SCHED. JAILING PER SW. SCHED, EDGE NAILING FLR, SHEATHING (3)-10d @ JOIST PER PLAN & DIAPHRAGM 2x JOIST DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12"O,C, STAG'D @ 24"O,C, NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES r3-- SHEARWALL PARALLEL W/FLOOR JOIST SCALE: NTS SECTI❑N VIEW 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 PLANA INT❑ JOIST i 2x JOIST SOLID BLK'G PER PLAN @ SHEARWALL NEITE FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 4 SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALEi NTS SECTION VIEW FLR. SHEATHING PER PLAN FLR. DIAPHRAGM 2x S❑LID BLK'G EDGE NAILING @ SHEAR WALL @ 24"O,C' (3)-10cd @ JOIST & DIAPHRAGM f A35 PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 2x J❑IST PER PLAN SHEARWALL — PER PLAN NO -1-D FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES S SHEARWALL PARALLEL W/F-LOOR JOIST SCALES NTS SECTION VIEW R-10 IN3.a@ THERMAL BREAK 2x STUDS 16"O!G (HEATED AREAS ONLY) 4"GONG.5LA8 COMPACT FILLISAND *X10"A.D. PER PLAN EM6ED r !2 wl3"x3"x114"SQR.f^IA5HERS } 6"MIN (1)#4 5AIR, GONT.S"FROM TOP_ I •„•:: °`_I —' #4 BAR HOOKED VE T.T. @ 48"Q.G. ALIGN w/r=TG (1)#4 BAR CONT. t l �• �� I I I � TYP, 6" FDN 1^�ITH Sl..�B TD EXT. R-71 EN7UL. 2X6 STUDS 1 b"OlG +--112"GW13 1/2"c7ye FLOOR SHEATHING 4"GONG.SLAB GLUED& NAILED COMPACT JST. PER PLAN FILL/BAND F7Dg'Xx10"A.5. PER PLAN R-30 EMBED T'w/3"5(3"x1/4" INSULATION SOR.WASHERS w nc d (1)#4 BAR,GONT.HORIZ:"I j I• ?• b b MIL VAPOR 5"FROM TOP OF WALL I J! ga,RlglgR Q0 ##4 BAR HOOKED VERT.@ 46"0.6 (1)#4 BAR CONT. � TYP. 6" FDN HOUSE TD ��R�+►GE R-21 INSUL. 112"GWB FLOOR 5HEATHING 2X.6 5TUDC- 16"OlG GLUED & NAILED 7/1E"OSB SHEAR JOIST PER PLAN SIDING PER ELY. 8 d' PCX10"A.B. PER PLAN R-30 EMBED l"w/5"x3"xi/4" INSULATION 5OR.WASHER5 FINAL GRADE (1)#4 BAR, GONT.HORIZ.-_-- .. — 6" b MIL 5"FROM TOP OF WALL _ VAPOR UZI #4 BAR HOOKED YERT.@ 4W 0.6 f_ BARRIER -� (1)#4 BAR GONT. � rYP. �ou��ar�os� ro �xr��loR Y JOISTS PER PLAN BLOCKING AS REQ. R-30 INSUL. FLOOR SHEATHING .SLUED& NAILED 8d R.5. IX4 GU55ET5 u4 BEAM PER PLaN (4)6d EA, END or :X4 GU5StT5 w! (4) 10d EA.END. 4X414XE HF2 7 STAGGER NAILS @9PLIGE y I cv r LMA 4Z 9G#ROOFING or A35 or EPS4Z (2)'I AR,CONT. b MIL VAPOR BARRIER 6n eq TYP. 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