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17613 79TH DR NE_BLD20120009_2026
BUILDING INSPECTION REPORT Gti t Y o� Permit No. U_ — Address: -7 a/3 ���tNr�co Contractor: Vr— Owner: 1F--/t r o ry— APPROVAL ® PARTIAL APPROVAL Ep VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before �1 Inspector: Date: ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ,WShear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: -_ _._. - - .-_ .:- - - .tea- f9�' - -'-..'LI 1 j.,,.::�I�,• tUA I .il r r��lhf•�•'1 _ BUILDING INSPECTION REPORT G��Y O", Permit No. 12- - 000 c Address: 17 b l ?j 79`�h 9.p pZ Contractor: ErI C.o f — ttNG� Owner: �11C.OfL'. Date: q- lZ—/Z APPROVAL ® PARTIAL APPROVAL VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: AY, �. ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: c 1 r J CITY OF ARLINGTON 238 N.OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE: (360)403-3551 BUILDING PERMIT Address: 17613 79TH DR NE,ARLTNGTON Permit#:BLD201 20009 Parcel#:01107700000800 Valuation:$350,000.00 OWNER APPLICANT CONTRACTOR r ENCORE HOMES ENCORE HOMES ENCORE HOMES KEITH HOYER KEITH HOYER KEITH HOYER 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith a.encorehomesinc.com keith@encorehoiiiesinc.com encorehomesinc.com Lie#:ENCORI914NS Exp: 8/10/2013 PLUMBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING ENCORE HOMES,INC 5917 195TH ST NE#3 KEITH HOYER ARLINGTON, WA 98223 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 Lie#:SOUNDVP033NF Exp:6/13/2013 Lie#:ENCORHI914NS Exp:8/10/2013 JOB DFSCRIPTi01q Single Family Residence-Magnolia Meadows,Division 2,Lot 8 PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLINGUNITS: 1 OCCGROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE-PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/IRC110. SALES TAX NOVICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Ar ngton 43101. 3/7 Ld� i n nature Print Name Date Rele ed B Date U S E D R E ARCHIVE APPLICANT =ASSESSOR OTC BLD20120009 CONpalONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS, DRIVEWAYS,MARQUEES, ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tailpiece. • Needs to meet setback frotnrear propeity line per document provided by Marc Haycs PERMIT FEES Date Description Fee Amount Paid Balance Due 1/18/2012 Plumbing Permit Fee $193.00 ($193.00) $0.00 1/18/2012 Mechanical Permit Fee $65.00 ($65.00) $0.00 1/18/2012 Building Permit Fee(QTY-. 1) $2,069.58 ($2,069.58) $0.00 MOW Building Plan Check Fee(QTY-. 1) $1,345.23 ($1,345.23) $0.00 1/18/2012 State Building Code Surcharge(QTY. 1) $4.50 ($4.50) $0.00 3/8/2012 Building Permit-Other Fees (QTY: 1) $1,642.23 $0.00 $1,642.23 Total Due: $5,319.54 ($3,677.31) $1,642.23 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None z 0 o N v U Q CA N z � a U c � � w O C:) O w Ow 04 ® u z z Q Az LTI w p I w O ,.a w cn o q u z z UZu o z o c) H cn � zu PY� H H I� Z v PA M o � ] MtIN z H � x cu zo 00 Ti !1 Duct , sting Calculator (New Coa._ :ruction) -7 11*7- House address or lot #: rl?1413 74 7W Ible,. Conditioned Floor Area: W 7 Duct tester location: & r o0 tZ- Pressure tap location: Ring (if applicable): Open 1 2 3 At Rough-in (Total Leakage) Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present 5 6 CFM25 per 100 sf of CFA .06 X CFA <_ _ CFM25 Air Handler not Present S 4 CFM25 per 100 sf of CFA .04 X CFA _< CFM25 Post Construction Test Method & Test2 Calculated Standard' CFM25 Target E__ Air Handler Present(Total Leakage) 5 8 CFM25 per 100 sf of CFA .08 X ______CFA 5 CFM25 Air Handler Present(Leakage to Exterior) 156 CFM25 per 100 sf of CFA 06 X CFA :5 CFMzs 1. Test results must comply with on&of the Standards options. 2. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Standard Tested CFM50 Calculated Test Result (( 11b5 CFM50 X 0.055) = (P?072CFA X 144)) = SLA 0.00030 SLA I it 2-7 divided by 4'2M$ = SLA SLA = ,OeV 2 2 Glossary Rough-In: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area uuct Testing Code Language 3 Sealing:All ducts, air handlers,filter boxes, and building cavities used as ducts shall be sealed.Joints and 3- ball comply with Section M1601.3 of the International Residential Code or Section 603.9 of the International ><'+a_— ical Code. Duct tightness testing shall be conducted to verify that the ducts are sealed. A signed affidavit citing the test results shall be provided to the jurisdiction having authority by the testing agent. When required La �� building official, the test shall be conducted in the presence of department staff. Duct tightness shall be verified Ir r e r of the following: �"sue O nstruction test: Leakage to outdoors shall be less than or equal to 6 cfm per 100 square feet of conditioned floor 5 1C�G f o a total leakage less than or equal to 8 cfm per 100 square feet of conditioned floor area when tested at a �a re differential of 0.1 inches w.g. (25 Pascals)across the entire system, including the manufacturers air handler �s7 S re.All register boots shall be taped or otherwise sealed during the test. aJ>�r, -n test: Total leakage shall be less than or equal to 6 cfm per 100 square feet of conditioned floor area when d �t a pressure differential of 0.1 inches w.g. (25 Pascals) across the roughed-in system, including the >ste fgeturer's air handier enclosure. All register boots shall be taped or otherwise sealed during the test. If the air a r'1 '� is not installed at the time of the test,total leakage shall be less than or equal to 4 cfm per 100 square feet of ,oar ci iY tined floor area. G£P-TIONS: E .et tightness test is not required if the air handler and all ducts are located within conditioned space. 1- Gt tightness test Is not required if the furnace is a nondirect vent type combustion appliance installed in an 2 �vnditioned space. A jitaximum of six feet of connected ductwork in the unconditioned space is allowed. All U��c To nal supply and return ducts shall be within the conditioned space. Ducts outside the conditioned space shall be sea led with a mastic type duct sealant and insulated on the exterior with R-8 insulation for above grade ducts and R-5 Air Leakage Testing Code Language 02,4_g Building Air Leakage Testing:Building envelope air leakage control shall be considered acceptable when tested 5 ramie an air leakage less than 0.00030 Specific Leakage Area (SLA)when tested with a blower door at a press of 50 to als (0.2 inch w.g.).Testing shall occur at any time after rough in and after installation of penetrations of the building p aste nvelope, including penetrations for utilities,plumbing, electrical,ventilation, and combustion appliances and sealing e tr V elof. When required by the building official,the test shall be conducted in the presence of department staff. The blo„ver door test results shall be recorded on the certificate required in Section 105.4. xGEpTIONS: E dciitions less than 750 square feet. 1• A nee visual inspection has confirmed the presence of a gasket (see Section 502.4), operable windows and doors 2' Oufactured by small business shall be permitted to be sealed off at the frame prior to the test. ma Specific Leakage Area(SLA)shall be calculated as follows: SLA = (CFM50 x 0.055)/(CFA x 144) Where CFM50 = Blower door fan flow at 50 Pascal pressure difference CFA = Conditioned Floor Area of the housing unit purin8 testing: Exterior windows and doors,fireplace and stove doors shall be closed, but not sealed. Dampers shall be closed, but not sealed; including exhaust, intake, makeup air, back draft, and flue dampers; Interior doors connecting conditioned spaces shall be open; access hatches to conditioned crawl spaces and conditioned attics shall be open; doors connecting to unconditioned spaces shall be closed but not sealed; Exterior openings for continuous operation ventilation systems and heat recovery ventilators shall be closed and sealed; Heating and cooling system(s)shall be turned off; HVAC ducts supply and return registers shall not be sealed. Revised Plans for Magnolia Meadows Division II Fee Adjustment based on Valuation 17613 79" DR —2012-0009 Revised Plan 3072 with 785sf garage: 3072 X 103.92 = 319K 785 X 39.44 = 31K Total Valuation = $350K Permit = $3,067.60 Review = $1,993.94 Total = $5,061.54 Original Valuation on Plan 1883 with 439sf garage: Total Valuation = 211K Permit = $2,069.58 Review = $1,345.23 State Surcharge = $4.50 Total = $3,419.31 with plumbing and mechanical Balance owed = $5,061.54 - $3,419.31 = $1,642.23 BLD20120009 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 --I BUILDING PERMIT PERMIT#: BLD20120009 OWNER: ENCORE HOMES-HOYER, KEITH STATUS: RESUB REVIEW ADDRESS: 17613 79TH DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/9/2012 SCREENS::Select Screen... FUNCTIONS: Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVI.. I DESCRIPTION ASSIGNE... DUE DATE I LAST ' (#) IREQ?'UO...L ASSIGN REMOVE 1002 P-Engineering I LPETER... 3/12/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 3/12/2012 3/6/2-012 2 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/19/2012 1/19/2012 1 Y Y Assign Remove REVISED oECEIVED MAR 5 2012 COA Engineering Dept SS �� hitps:Hcoapermits.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Revi... 3/6/2012 Impervio 'Surface: Site Information: House w/O.H.: Sq. Ft. 17613 79th Dr. N.E. Driveway/Walkway: Sq. Ft. Arlington, WA Total: Sq. Ft. Parcel #: 01107700000800 Notes: Unit Size: 8,040 S.F 1. Downspouts to plat system Legal: Magnolia Meadows, Div2, Lot 8 2. Stockpile to be covered within 24 hours. Job #: 3. Entire site to be disturbed Plan: 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. 7. Parking pad concrete /driveway gravel N Setback Notes: Front Setback 20' 0 t 12 ft. 20 ft. 40 ft. Driveway length 22' Side / Rear Setback 5' Ht. 35' No Overhangs in Easement Areas RECEIVED Rebar Set 1' from actual Corner U.N.O (true corner closer to road) MAR 0 5 2012 COA Engineering Dept. LOT 8 8,040 SQ. FT. -�, 134.00' 2.11 W 22' nA4 Z C Wai 3 co aa) fo E U /yCD ;5; W Pr p ecs a) o L.L = a°CD O O Q Eas NO�USE�1 co �- 20' 4 c" 00 v' C _ = - c L IV ° c cc U A a �- O LO 57'6" i 2.11, Fr 134.00' � REVIR Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer � -�' � v ;. 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: E Residential Addition ED Residential Alteration Also Including: p/� Plumbing ED Mechanicall11D� ��o� Project Address: i 3 I �� ' 3" '� Parcel I D#: r7 Lot#: Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.unit 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 above information is correct and that the construction on, and the occupancy and the use of the above- described prope will a in accordance with the laws, rules and regulation of the State of Washington RECEIVE® 9/26/11 Applicants Signature Date MAR 0 5 2012 Keith Hoyer Print Applicants Name rNIT1110 OOA Engineering Dept. Inn En;9- IQ 6D :�;N C)Q ppr_-19 FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received i ��� � i } � -�� � � � r� ���� RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (Including Rough Ins Plumbing Fixtures Accessory Main Unit#X Total Fixture Total Number Fixtures Dwelling Unit Residence Multiplier Units Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 4 X 1.0 = 4 Shower(Stand Alone)Each Head 1 X 2.0 = 2 Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 35 Units Traps(other than above items) Column Totals 16 Estimated Project Valuation Building Square Footage 3072 1st Floor 1437 2nd Floor 1635 3rd Floor Basement Deck Garage 785 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture: 12' feet above meter or feet below meter. D. Pressure in street main psi. (Measure with gauge or check with Water Department) hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will ben accordance with the laws, rules and regulation of the State of Washington 9/26/11 plicants Signature Date 8 3072 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 •FAX(360)403 3418 Please use this checklist to ensure that all necessary information is provided for review of your project. ✓� One (1) completed Single Family Residential Building Permits Application Two (2) accurate fully dimensioned plot plans �✓ Two (2) sets of construction drawings �✓ Two (2) sets of engineered drawings and calculations (If required) Health Department approval of septic system Verification of Water and Sewer Availability from City of Marysville (if applicable) APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 1 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) 8. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30" X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 ' RESIDENTIAL PERMIT SUBMITTAL a 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. 0✓ SITE PLAN — REQUIRED WITH ALL SUBMITTALS 1. Two (2) complete sets of plans on 8.5"X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. ❑✓ FOUNDATION PLAN (Minimum '/4" Scale) 1. Show north direction 2. Indicate front street (and side street if corner lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. a. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 1o. Retaining walls. 11. Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note! Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. ❑✓ FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Note! The 2009 International Residential Code requires smoke detectors at each level of the home and in all rooms that can be used for sleeping. All smoke alarms shall be listed and installed in accordance with the IRC and provisions of NFPA72. D. ❑✓ ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum '/4" Scale) t. Show a typical roof section with all materials labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections 2. Show a typical foundation and floor section with all material labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections. 3. Show a typical wall section with all materials labeled; indicate size and spacing of all members and insulation values. 4. Show all connection details, including post-beam, post-footing, collar tie, etc. 5. Provide the dimensions for all stairs, with details showing rise, run, headroom and handrails per Section R311 of 2006 International Residential Code. Guards require intermediate rails to be less than 4" apart; handrails are to be 34" to 38" from nose of the tread and to be returned. Show any fire blocking, landing sizes. Specify one-hour fire resistive construction for any usable space under the stairs. 6. Show a section detail for any fireplace, including the hearth and hearth extension. Include dimensions, materials, clearance from combustibles, height above roof, reinforcing, seismic anchorage and foundation details. E. STRUCTURAL NOTES 1. Specify all design load values, including dead, live snow, wind, lateral retaining wall pressures and soil bearing values. 2. Specify minimum design concrete strength, concrete sack mix and reinforcing bar grade. 3. Specify the grade and species of all framing lumber. 4. Specify the combination symbol (strength) of all GLU-LAM beams. 5. Specify all metal connectors, including joist hangers, clips, post caps, post bases, etc. 6. Provide details showing the complete load path transfer at roof perimeter, interior shear walls, cantilevered floors, off-set shear walls and ceiling diaphragm to shear walls (if used). 7. Provide a shear wall schedule noting nail spacing, blocking, bolts, top and bottom plat nailing. 8. Locate all hold down straps on the drawings. 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. M✓ 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 i Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 •FAX(360)403 3418 6. Indicate the pitch of the roof. H. DOORS &WINDOWS 1. Show size and type of all doors. 2. Show the door size, type and closure device for doors between the garage and dwelling. 3. Show all window sizes and openable areas. 4. Show all sleeping room egress window locations, sill heights, methods of opening, dimension of openable area and clear open space. 5. Show size and type of all skylights. I. ❑✓ WASHINGTON STATE ENERGY CODE 1. Provide one (1) copy of the WSEC &VIAQ Residential Prescriptive Compliance Form. 2. Show the insulation R values on the floor plan drawings and glazing class of all windows and skylights. 5 RESIDENTIAL PERMIT SUBMITTAL - Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 • FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted l acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature: Date: 9/26/11 O er/Owner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: ❑✓ Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies (WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where,in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: 0 New Residential ®Addition/Alteration Project Description:New Single Family Residence 1000M''9o,2 Project Address: (I�Q 7 Tt I)- /U1 fr Parcel ID#: Owner- Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA Zip Code: 98270 Contact Person: Keith HOyer Phone Number (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com same as owner Address: City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool ❑ Other Authorized Signature: Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other Inspection Required: YES ❑ NO ❑ RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Community Development Single Family Residence Building Permit Supplemental Checklist 1. Plat name, if applicable. 2. Vicinity map. 3. Zoning of property. 4. Front, rear, and side yard setbacks. 5. Garage setbacks. NOTE: All residential driveways taking access from a public road (not including alleys) shall be a minimum of 22 feet in length. 6. Building height. 7. A break down of lot coverage by building. 8. All critical areas, if applicable, with designated setbacks and buffers. 9. Tvuo (2) shade trees per lot are required for Residential Low/Moderate Density, Residential Moderate Density, and Old Town zoning. (20.76.124) a.) If street trees are present, or are required to be installed as part of the building permit, said street trees may count toward one of the trees required. b.) At least one of the required trees shall be planted near the rear property line of the lot. c.) Non street trees shall be native species, have a minimum 2 inch diameter breast height, and attain a minimum height of 25 feet at maturity. 10 RESIDENTIAL ,4 SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 ZONING VERIFICATION APPLICATION 72 h r turnaround Date: 9/26/1 Address: 1801 Grove St.Unit B Plat: Magnolia Meado ivision 1,Phase 2 Owner/Applicant: Encore Homes, Inc. Signature: erification of accuracy and agreement to follow t K City of Arlington Municipal Code i Phone: (h) 360659-1579 (C) (425) d.5223 1. Please check one: U a. Single-family dwelling ✓❑ b. Duplex ZcAdidition ✓� d.Accessory structure 2. Proposed Dimensions: W) ) H) `35' Total SF) 3. Allowed Lot Coverage: Total L Size SF x 35% = SF 4. Actual Lot Coverage: (SF all structures) 2-4 iZ - &qO (lot size) = 3O % (This square footage sho d include the footprint area of all structures on the property including: house, garages, shed , covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on sit plan. 6. How many tree greater than 12" diameter to be removed? 0 _ If any please indicate on site plan. 7. Describe oposal (include cross street): New single Family Residence OFFICIAL USE ONLY PROPERTY ZONED APPROVED _-1 DENIED_ DATE INT RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Use this checklist to ensure that all necessary information is provided for review of your project. Please be advised that the 2009 WA State Energy Code is now the current code used to review your submittal. Requirements for Submittal (Complete for Change-out only * ): ❑✓ Completed residential mechanical permit application* ❑✓ Mechanical Appliance cut sheets* ❑✓ Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx ❑✓ Appliance location and distribution details, including gas piping info Required Inspections/Tests: Rough-in mechanical and Gas pressure piping Duct Leakage Test by a Qualified Technician (see exceptions) ❑✓ 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 PERMIT APPLICATION 4D 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 Add ress: 1-76 Q C: Parcel ID#: — Lot Subdivision: Magnolia Meadows Project Description: New Single Family Residence Owner: Encore Homes,Inc. Phone Number- (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contact Person:Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Please List quantity of fixtures below: tiled""_ y n FURNACE UP TO 100K BTU 1 CLOTHES DRYER GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE SUSPENDED HTR/UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR SOLID-FUEL APPLIANCE BOILER UP TO 4-15 HP AIR HANDLING UP TO 10K CFM FIREPLACE INSERT BOILER UP TO 16-30 HP AIR HANDLING OVER 10K CFM VENTILATION SYSTEM HEAT PUMP — VENTILATION FANS OTHER VENT HOOD DOMESTIC INCINERATOR ALL OTHER UNITS FREESTANDING STOVE Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: wA Zip Code: 98270 Contractor's License Number: e^C0r914 Nf Expiration: 6/13 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. 9/26/11 RECEIVE® plicants Signature Date Keith Hoyer MAR 0 5 2 012 zmk Print Applicants Name 1 C,OA Engineering Dept. FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY � " � � ` _ti � CITY OF ARLINGTON 238 N. OLYMPIC AVE.-ARLINGTON, WA. 98223 PHONE: (360)403-3421 BUILDING PERMIT Address: 17613 79TH DR NE,ARLINGTON Permit#:BLD20120009 Parcel#: 01107700000800 Valuation:$211,000.00 ,OWN APPLICANT CONTRACTORAI'i ENCORE HOMES ENCORE HOMES ENCORE HOMES KEITH HOYER KEITH HOYER KEITH HOYER 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B 1801 GROVE ST UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith@encorehomesinc.com encorehomesinc.com keith@encorehomesinc.com Lic#:ENCOR1914NS Exp:8/10/2013 PLUMBIIfG CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUN113ING 5917 195TH ST NE 43 ARLINGTON,WA 98223 Lic#:SOUNDVP033NF Exp:6/13/2013 Lic#: Exp: k��i 11�r1o� Single Family Residence PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 1 OCC GROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A �. ;A� ;.,im,.. PERMIT APPROVAL •t I AGREE TO CONIIILY 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 110, SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlie gton#3101. 14AA1 )4,,r 9-z.� dih., Signature Print Name Date FZelease0i ate I ARCHIVE APPLICANT ASSESSOR OTHER BLD20120009 CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tail piece. • Needs to meet setback from rear property line per document provided by Marc Hayes = ;7', - PERIII IT FEES �Descrip + �- Fee.Amoun-t __Paid _-Balance Due. 1/18/2012 Plunibing Permit Fee $193.00 $0.00 $193.00 1/18/2012 Mechanical Permit Fee $65.00 $0.00 $65.00 1/18/2012 B u I I d ing Permit Fee(QTY: 1) $2,069.58 $0.00 $2,069.58 1/18/2012 Building Plan Check Fee(QTY: 1) $1,345.23 $0.00 $1,345.23 1/18/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $3,677.31 $0.00 $3,677.31 �E CALL FOR INSPECTIOM7 BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None r r RECEIVED JRR Engineering, Inc. ;� JAN 0 3 201 18609 76th Ave. W., Suite B COA PERMIT CENTER Lynnwood, WA 98037-4149 OC tl (425) 697-5108 XCPERMAIT CENT Client: Encore Homes, Inc. Project Location: lVaries, Plan 1883 (0921...) 25 psf Snow 1801 Grove Street, Unit B Design calculations are for 85 mph (3-sec. gust)wind exposure B, Marysville, WA 98270 topogra hic factor, Kzt of 1.0 and 25 psf snow load. Do not use or (360) 659-1579 Ph. depend upon these calculations for more severe wind exposure (360)659-3394 Fax or snow loading. Scope: Lateral &Vertical Design Code: 12009 IBC/ASCE 7-05 Lat. Des. Parameters: SDC&Site Class, D; (SS): 1.25 Dead Loads: Roof& Ceiling load 15 psf Wind Exposure: B Floor load 10 psf Winds eed, V mph): 85 Exterior wall load 8 psf(surface area Live Loads: Floor Load (psf): 40 Interior wall load 10 psf(floor area) Snow Load( sf): 25 Attic Lim. Sto. (psf): 20 Assumed Soil Values per IBC 2009: Soil Bearing: 2000 psf(Contractor shall notify Engineer if testing indicates bearing capacity Is lower than 2000 pso Wind Design: Ps=k*lw*P33o*Kzt (Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) Where; X, Adjustment Factor varies over height& exposure Fig. 6-2) lw= 1 Wind Importance Factor Table 6-1) Ps30,Varies with roof pitch and building zone (Figure 6-2) Kzt= 1 Topog. Factor(6.5.7, Fig. 6-4), equal to 1.0 for flat terrain Roof rise in 12" : 5 Roof rise in 12" :1 0 Horizontal Pressures (KA not yet included) Horizontal Pressures (Kzt notyet included) A B C D A B C D Ps30 15.9 -4.2 i0.6 -2.3 Ps30 11.5 -5.9 7.6 -3.5 0-15' Ps= 15.9 -4.2 10.6 q-2.3 0-15'P$ 11.5 -5.9 7.6 -3.5 15'-20' Ps= 15.9 -4.2 10.6 15'-20'P,= 11.5 -5.9 7.6 -3.5 20'-25' P$ 15.9 -4.2 10.6 20'-25'Ps= 11.5 -5.9 7.6 -3.5 25'-30'P,, 15.9 -4.2 10.6 25'-30'PS= 11.5 -5.9 7.6 -3.5 30'-35'P.= 16.7 -4.4 11.1 -2.4 30'-35'PB= 12.1 -6.2 8 -3.7 35'40 P.=1 17.3 -4.6 11.6 -2.5 36-40'P5= 12.5 -6,4 8.3 -3.8 Seismic Design: V= CS*W (Equivalent Lateral Force Design per ASCE 7-05, Sec 12.8) Fa= 1 (Table 11.4-1) SDS= Des. Spectral Resp, Accel. Parameters (Sec. 1 Sns= 0.833 (Eq. 11.4-3) D= Site Classification(Section 11.4.2) �. IE= 1 (Table 11.5-1) Fa& Fv = Site Coeff. (Table 11.4-1 &11.4-2) R= 6.5 (Table 12.2-1) 1V= Seismic Base Shear E . 12.8-1) Cs le"Sos/R (Eq. 12.8-2) W= Effective Seismic Weight (Sec. 12.7,2) p= Redundancy Factor 11.0< p G 1.3 (Sec. 12.3.4.2) _ e 0 � Therefore; V= 0.128 W F G Prepared by: JCM X�1�++ iort�ftl Checked by: RKR Project Name: Plan 1883 (0921...)25#Snow ZO!3 Project No.: 10-02B Revised:414/2011 Page 1 of i' R , --"I " N ENGINEERING & PLANNING SERVICES Project Name: No.: ry MX9TERBATH F ti T f q FTL 36'112 MLL I -Z'T. --To AN ---CPT.C40W OFFIG I L V4!.: t)PFF--F;Z FLOO Designed M Checked Mep. Date D Sheet of. I � 'J t ?► 1 t ENGINEERING & PLANNING SERVICES Project Name: O 12103 No.: •, . -w f�.. ...�..+w..+•at. .w.., y v..tra,r..+�o.Y.r�.wr.�....r t rj. �Tea:.• O�,1 O ,�t T. Y.'ei � } i r NJ v } r +�..�� ?}=,T• 1 r iJ-=1::���e y p��='-k•awFv t {• .;rw-.srwvnY»...w..}s. a+�r_ v.•...' .I. 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ENGINEERING & PLANNING SERVICES Protect Name: Lap No.: IWO T:A� 114 00 •,�rt`L�• :.�o•.i-i....Ar—��; .. .T. ....,,..•..• .�_ _ .��w-�-w-.�.ia-y., wE...ww-.a. .•.j..a+•,.rr+.: ... :... . <..w.. .. IV f..',74Y_ �_....� ., �fiit•►" RrJr�b_ N OFLMC,ALi_ iors Nor Li :.s.. ,•I,—Avis-i inh(•-t�v/ern--��, !nb7 =- fib E • ..5 Itif�- stews ,3, W WOO 6 h!1`,.sue? 'ii xAV . / - - - - Q Designed TGhI Checked Date 2 ��lu Sheet of �� :nc. ENGINEERING & PLANNING SERVICES Project Name:__P LALJ-� 3 - — - N6.: tD-pZ a - -- vt 36a0 :fr- �5600/4- ` 0 LIVIF D. Ntt't 2.55 L7sbt4 Li u . IAA law' V,- 11. .4el ©� Q�i.(6-A -1 sas r S�= 14Fg aqk.u, twT-v R13 A4-7- bN 3�c, S'W PM pap- D IM Designed S'GN Checked RI B Date 2 D Sheet t5 of i9 • I 1 ENGINEERING & PLANNING SERVICES Project Name.— PCAcW 100_; _ — No.: --�--•t- tt.- _ • •F I. ' ../'.� I 1 • �' � laar....r�•rN1�•awe•Mf..M..Mt:.ry}p...nw.-•..LL-v�.,I..__ di � •i F :•-...:. � ��fM _....—__.�.__ .._ �..,�__ - 2. km _ —lam, -•-r--�•—•�-•..;-:--.;•- '—�----�._.:___.___:..._�_;__--_-�-_. ... ♦...--.'• qw_1.►.II .a--._,.•.e..... Y./ • _.x n_ � M.• •r.Vw•!.. =._ - ... -• ., iax-_.:�.. r •Wz_ � ._-r- -�'�$t�r.:_ �;. .•y,�-.��d�_�.J}a(/?�..�/;....��...�'"1�.�+�44RR(``�� �'�'�l7p�/�.�i. ���•b -t- . —•-- i----"--- 1� C4�D G S A $ �• .aqc��.l '�L.. iiT i-44.8' Designed JG�'1 Checked I Date AA Sheet 7 of ENGINEERING & PLANNING SERVICES Project Name: RIF 41-4 .�•:•.wrr•_—.�.._r l"- Lvt' il IIr1;7/�.1'•��-V� �.._.1V���� • ....._—..�_..�._.. _.. r - - _.-,+S. wis..•". 1: ! Y --...'.....e!_-a: .vr-......•...e..s. Al-i3a! IBIS � __ j q� s' { i � � -•i_._..._�_•__• _. q5,o tv 4�t b :Ord. Designed 'GM Checked Date Sheet 3- of _ a i 3/lOo 16 VTR L xxigpi i ee vljmg 7�rsc. ENGINEERING &PLANNING SERVICES Project Name.— tyl No.: t 114 i` Ms TIID Designed. JG M Checked_ _ Date Sheet_ _of�� P-�D 3/`z�t b V v ENGINEERING & PLANNING SERVICES Project Name: I."M No.: _ 10 Lb AT PAO -lk,__fb��.f .,..;IU►,D ,.'aa- t.i� - Y� .WA9'DLPD�� N. - .w.to 04=1 3 (? lt'x _'k�J .-Ills .. IS ,C fib --- 6f-- . ._. Designed JM(1) Checked_ Date ` Sheet �'� of 1"f ,. .. t_ J-h R E-rig:in oeoer•l-xll time. ENGINEERING & PLANNING SERVICES Project Name: No. $_ $ l _. -- - i WTI; CAN Z S R 46 I 4r5--1 u .1 W r { i 1 ry pp -frH� r lleJlSi.�jy a_ i r Designed SG M Checked- Dape Sheet of 1j , BLD20120009 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120009 Salt OWNER: ENCORE HOMES-HOYER, KEITH STATUS:APPLIED ADDRESS: 17613 79TH DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/9/2012 SCREENS:1 Select Screen... FUNCTIONS:'Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION 'ASSIGNE...I DUE DATE LAST I (#) [REO?IDO... ASSIGN I REMOVE 2000 C-Building I CYOUNG 1/19/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/19/2012 0 Y N Assign Remove ell http://coaweb2.arlington.local/PermitTrax/Module_Permits/Permits Permit/Permit Review... 1/9/2012 RESIDENTIAL PERMIT %kAw 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: (B Residential Addition ED Residential Alteration Also Including: ED Plumbing (ED Mechanical Project Address: �� AA Parcel ID#: Lot#: Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation: Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysvrile State: WA Zip Code: 98270 Contact Person: Kean 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): Ist Floor: 711 2nd Floor: 1172 3rd floor: Deck: Garage/Carport: 439 Basement: Project Valuation: Contractor: Encore Homes, Inc Phone Number: (360)659-1579 Address: 1801 Grove St.UnR B City: State: Zip Code:Marysville WA 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 ab ve information is correct and that the construction on, and the occupancy and the use of the above- described property w be accordance with the laws, rules and regulation of the State of Washington. 9/26/11 pplicants Signature Date RECEIVED Keith Hoyer Print Applicants Name 'JAN 0 3 20U_ FOR STAFF USE ONLY 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 Total Fixture Plumbing Fixtures Accessory Main Unit#X Total Number Fixtures Dwelling Unit Residence Multiplier Units Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 3 X 1.0 = 3 Shower(Stand Alone)Each Head X 2.0 = Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 32 Units Traps(other than above items) Column Totals 14 Estimated Project Valuation Building Square Footage 1883 1t Floor 711 2nd Floor 1172 3rd Floor Basement Deck Garage 439 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture: 12' feet above meter or feet below meter. D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. 9/26/11 App 5obts 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: ❑✓ Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies (WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where, in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: 0 New Residential ® Addition/Alteration Project Description:New Single Family Residence Project Address: (p 3 7`� Parcel ID#: 00 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B city: Marysville State: WA Zip Code: 98270 Contact Person: Keith HOyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 -E-mail: keith@encorehomesinc.com same as owner Address: City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Po 1 ❑ Other Authorized Signature: Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other RECEIVED Inspection Required: YES ❑ NO ❑ JAN O l. l! COA pEAMIT CFri I ER ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 •FAX(360)403 3418 have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑✓ SITE PLAN — REQUIRED WITH ALL SUBMITTALS 1. Two (2) complete sets of plans on 8.5"X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. P/1 FOUNDATION PLAN (Minimum '/4" Scale) 1. Show north direction 2. Indicate front street(and side street if corner lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 10 Retaining walls. 11 Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note! Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. ❑✓ FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 ' 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. 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 GLLI-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. 6. 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 Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360) 403 3551 • FAX(360)403 3418 6. Indicate the pitch of the roof. H. ❑✓ DOORS &WINDOWS 1. Show size and type of all doors. 2. Show the door size, type and closure device for doors between the garage and dwelling. 3. Show all window sizes and openable areas. 4. Show all sleeping room egress window locations, sill heights, methods of opening, dimension of openable area and clear open space. 5. Show size and type of all skylights. I. ❑✓ WASHINGTON STATE ENERGY CODE 1. Provide one (1)copy of the WSEC &VIAQ Residential Prescriptive Compliance Form. 2. Show the insulation R values on the floor plan drawings and glazing class of all windows and skylights. 5 RESIDENTIAL PERMIT ' SUBMITTAL ` Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a co -lete submittal. 9/26/11 Signature: Date: Owne / wner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 ZON20120008 (PT-LIVE) - PermitTrax by Bitco Softwar Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120008 OWNER: ENCORE HOMES- HOYER, KEITH STATUS: APPLIED f ADDRESS: 17613 79TH DR NE, ARLINGTON BALANCE: $0.00 r ISSUED: CREATED: 1/9/2012 SCREENS:Select Screen... V FUNCTIONS: Select Permit Function... [�j �j 0/ o z GENERAL- BLD REVIEWS PRINT ADD NEW SUMMARY REVIE...I 10ESCRIPTiOi ASSIGNS... DUE DATE LAST IREt ?DO... ASSIGN REMOVE 1002 P-Engineering I LPETER... 1/11/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 1/11/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/11/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA.. 1/11/2012 0 Y N Assign Remove 1028 P-Water EANDER... 1/11/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/11/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/11/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/11/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 1/11/2012 0 Y N Assign Remove 2014 C-Planning I THALL 1/11/2012 0 Y N Assign Remove 1 41 — http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 1/9/2012 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 Z' Address: 1801 Grove St.Unit B Plat: Magnolia Meadows Division 1—Phnse-3— Owner/Applicant: Encore Home nc. Signature: _ I/ Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: ✓a a. Single-family dwelling ✓❑ b. Duplex c.Addition ✓[ d.Accessory structure 2. Proposed Dimensions: W) L) H) <35' Total SF) 3. Allowed Lot Coverage: Total Lot Size 9040 SF x 35% = 21SIq SF 4. Actual Lot Coverage: (SF of all structures) Y00 (lot size) = 16 % (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? No If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12" diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New Single Family Residence RECEIVED OFFICIAL USE ONLY JAN 0 3 2011- PROPERTY ZONED APPROVED F-1 _ DENIED�pQ QVT Z0NaD/c;-0066 - -- - - - - - - -- - - __ - __ -- __ - ----_- -_-__ -_---- - - _� --_--- ~ � . � � - -- - -- - -- --_�-- - -- - - - - -_- -- -- - - -- --- - -- -- -- ------- ------ - ---------- --- ----- ----- . - ll;�� � Impervio" Surface: Site Information: House w/O.H.: Sq. Ft. 17613 79`" Dr. N.E. Driveway/Walkway: Sq. Ft. Arlington, WA Total: Sq. Ft. Parcel #: 01107700000800 Notes: Unit Size: 8,040 S.F 1. Downspouts to plat system Legal: Magnolia Meadows, Div2, Lot 8 2. Stockpile to be covered within 24 hours. Job #: 3. Entire site to be disturbed Plan: 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. 7. Parking pad concrete /driveway gravel N Setback Notes: Front Setback 20' o Qrt. zo ft ao n. Driveway length 22' Side / Rear Setback 5' Ht. 35' No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O .111111116, (true corner closer to road) LOT 8 8,040 SQ. FT. - - 134.00' 2.11' W z I I �, O -p'sv 2' ' "� L w I - c v O do E U oa oo- o _ poop Gofnecs 0 O OD CU � Eas NOT USE�� w m O O C O c ~ I OA y 70' a U oiled o o RECEIVED 134.00' - - - - - J 2.11 CAN 0 3 WA PERMIT CEO Tgk Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: K�Hoyer �_ - - - - - - � - - - - - - � - - - - - - - ' � Mr 1 I 1 I e REED & ASSOCIATES, PS l Civil & Structural Engineering 8311-212th St StiN Edmonds, WA 98026 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR: Encore Homes Inc Plan 3072 RECEIVED by Robert Petermeyer MAR 0 5 2012 Dept Z COA EngineeringC 6 2 i Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County REVISED 2009 IBC NOT VALID WITHOUT A WET SIGNATURE JOB # 11-162 Date Eng # Desc. 5/10/2011 Qing 2 Original Calculatlon �pEL L h, / �O WA& �o z s t_ E EXPIRES 5-27-/2 WENDELL E. REED, PE, Cl�ECElV 'SEP 27 2011 COA PERMIT Cam' ER 5t 1b 0-1V I 161&9- ' a ��� i Ti Lateral Analysis /SC 2009 t 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 (psn 25 40 25 Dead Load (pso 15 10 10 n 10 1603.1.4 Wind Desiqn Criteria [3041 1. Basic Wind Speed 85 mph F 1609[320) 2. Wind Importance Factor lw 1.00 ASCE 7 T 6-1[77) 3. Wind Exposure Category 111311 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 Is 1.00 ASCE 7 T 11.5-1(116) 2. Short period Acceleration Ss 1.26 F1613.5(1)[348] 2. 1-Second Accelleration SI 0.4 F1613.5(2)(35o] 3. Site Class D T1613.5.2[341] 4. Spectral response coefficient SDs 0.83 EQ 16-36138(340-2) 4. Spectral response coefficient SDI 0.43 EQ 16-37139[340-2] 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[120) 7. Desigri Base Shear 10613 lbs 8. Seismic Response Coefficient Cs 0.13 ASCE 7 EQ 12.8-2(129) 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-111201 10. Analysis Procedure used Simplified ASCE 712.14[135] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 { i Wind Design (Method 1) IBC 2009 v Simplifled Wind Load Method ASCE 7 6.4 f23� Basic Wind Speed 85 mph 1609.3(319J, F1609(320J Wind Exposure Category B 1609.4[325] Wind Importance Factor 1.00 ASCE 7 T 1-1[3)&T 6-1(77J Height&Exposure Adjustment = 1.00 ASCE 7 F 6-2[40] Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26), F 6-4[451 Wind Pressures ASCE 7 6.4.2.1 [24) pB=4 K41 ps3O ASCE 7 EQ 6-1124] Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1[24) zones A, B, C, & D all equal 10 psf,while zones E, F, G, & H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.5 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2 j22J Zone Pressures A I s3o ASCE 7 F 6-2 1 85 Horizontal Pressures Vertical Pressures 1 Over han s 0 A B C D E F G H LOH UGH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9,58 -8.57 2 4.04 2.75 3.19 2.19 -0.08 -4.45 0.87 -2.94 -1.41 Horizontal Zones Areas & Forces Fx ASCE 7 F 6-2 r37) 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 lhd or 3 feet. D F x= X (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 F0 343 0 72 163 136 368 2a (ft)= 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 F ,„= 7390 Diaphragm (x= 1) Front to Rear Side to Side Lh.d. (ft)= 45 A B C�D� A B C Da (ft) = 4.5 Areas 162 0 243 162 46 306 0 2a (ft)= 9 Forces Fx= 4769 Fxmin= 4060 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 Seismic Design /BC 2000 Site Clasification Criteria Selection, & Minimum Design Lateral Force Occupancy Category II ASCE 7T 1-1[3) Seismic Importance Factor IE 1.00 ASCE 7 T 11.5-1(1161 Seismic Design Category D T1613.5.6(1)and(2)[343] Site Class D T1613.5.2(341) Short Period Acceleration SS 1.25 F1613.5(1)[348] 1-Second Acceleration S, 0.4 F1613.5(2)(35o) Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[120] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)[3411 Site Coeffiecient, Fv 1.6 T1613.5.3(2)[341] Substitute equations 16-36& 16-37 into 16-38& 16-39 respectively, 2 S DS-3'F a'S S SDs= 0.83 EQ 16-36138[340-2) 2 S D. =3'F V'S 1 SDI = 0.43 EQ 16-37139[340-2] Simplified anaiysis Seismic base shear ASCE 7 12 14 8 f1411 V= (F SDs/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11(141) Vertical Distribution Forces at each level ASCE 7 12 14 8(141) Fx= (wx/W)V Fx= 0.141 x% ASCE 7 EQ 12.14-121141] Effective seismic wei ht& Forces Obs) at Level x Diaphragm (x=2) roof area(ft) floor area(ft-I story helght(tt) wall length(ft) 2368 0 8.1 171 wx Fx= 5986 weight(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area(e) floor area M story helght(fl) wel!length(it) 474 1719 8.1 182 wx Fx= 5443 weight(ibs) 7 110 17190 7371 38597 Version 7.0 Pg 2.1 _ , � I I Allowable Stress Design Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.1[451] Structures using wood shear walls and diaphragms to resist 2305.1(466] wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605 3 2 f309 For worse case effect with wind load, L & S shall be zero. 1605.1(308] Equations 16-17, 16-18, & 16-19 become, D +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 j308] Equation 16-21 controls, 0.9 D+ E/1.4 ,substitute ASCE 7 EQ 12.4-1 for E (pQE - 0.2SDSD) 0.9 D + ,1.4 simplify&arrange variables (0.9 -0.14 SDS) D + p QE 1.4 Where QE equals F„of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Diaphragm Force lbs) Force Ibs x=2 6819 9607 x=1 6199 6682 Seismic Design Loads,(p/1.4)F, p= 1.3 ASCE 712.3.4.2[126] Diaphragm Force(Ibs) x=2 5558 x= 1 5054 Version 7.0 Pg 31 . I t _Allowable Stress Design Loads For Wood - cont Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•h - 23 2 D•2 + P•w for wind (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 Dlagram of a ShearWall P D (V x W) h sum Iles CWa w Version 7.0 Pg 3.2 I I Level oc Segment Tributary loads Wind Seismic Wall6.ine x I�c'�` ( � O`� Width Height wr wra wfFwf max T(x) T(x+1) T(x) T(x+1) Seis 1 2 F-R Wind Seis VD(x+1)[Ibs] 7.50 8.1 2 1 2 77 -139 VD(x)Jibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)Elba] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2305 max 67 TMAx(x)[Ibs] 208 12 2 2 F-R Wind Seis VD(X+1)Jibs] VD(x)Ilbs] VT(x)Elba] L V IBC 2305 max TMAx(x)Elba] 3 2 F-R Wind Seis VD(x+1)[Ibs] % JO% ; 50/0 5.80 8.1 2 2 305 68 VD(x)[Ibs] 3409.41 2779.17 3.80 8.1 2 2 379 155 88 VT(x)[Ibs] 3409.41 2779.17 24.00 8.1 2 2 -372 -720 L 33.60 33.60 .! V 101 83 IBC 2306 max 88 TMAx(x)Jibs] 379 155 4 2 F-R Wind Seis VD(x+1)Elba] VD(x)[Ibs] VT(x)jibs] L V IBC 2305 max TMAx(X)fibs] Version 7.0 Pg 4.1 u •f Level oc Segment Tributary loads Wind Seismic Wall fine x �o'�` ( ) O`` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Sels max 1 1 F-R Wind Se[s VD(x+l)[Ibs] 3409.41 2779.17 % I 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 W-1 V 134 101 IBC 2305 max TmAx(x)[Ibs] 882 354 2 1 1 1 F-R Wind Sells VD(x+l)[Ibs] % 50% 500% 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 5 �1 V 70 57 [BC 2305 max TMAx(x)[Ibs] 89 3 1 1 1 F-R Wind Sells VD(x+1)[Ibs]- 3409,41 2779.17 % ' 24% 30%a` 48.00 8.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)jibs] 4897.25 4296.46 L 48.00 48.00 V 102 89 IBC 2305 max TMAx(x)Jibs] 4 7 F-R Wind Sells VD(x+1)[Ibs] ;,t+ VD(x)[Ibsj VT(x)[Ibs] L V IBC 2305 max TMAx(x)Jibs] Version 7.0 Pg 4.2 I Wall Line Levelo:Q, Segment Tributary loads Wind Seismic �� (x) Seis O�` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max A 2 S-S Wind Sells VD(x+1)[Ibs] 4.50 8.1 2 2 245 -133 % 220o''� 2°/q .= 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] 2113.64 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] % 1 50%:' `';•50%' 7.80 8.1 2 2 861 152 VD(x)[Ibs] 4803.5 2779.17 8.00 8.1 2 2 853 143 VT(x)[Ibs] 4803.5 2779.17 11.00 8.1 2 2 742 13 L 26.80 26.80 .. V 179 104 IBC 2305 max TMAx(x)[Ibs] 861 152 C 2 S-S Wind Sels VD(x+1)[Ibs] % : r'L'8?7gd'i8%a' 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[Ibs] 2689.96 1556.34 12.80 8.1 2 2 -113 -520 L 32.80 32.80 6.00 8.1 2 2 140 -226 1 V 82 47 IBC 2305 max Tmm(x)[Ibs] 140 D 2 S-S Wind Sels VD(x+1)[Ibs] % bP VD(x)[Ibs] VT(x)[Ibs] L V ]BC 2305 max TMAx(x)[Ibs] Version 7,0 Page5.1 Wall Line Level oc Segment Tributary loads Wind Seismic ( Seis ) �� x O�` Width Height wr wra wi wfa T(x) T(x+1) T(x) T(x+1) max A 1 S-5 Wind Sells VD(x+1)(Ibsj 2113.54 122-2.83 % 23% 32% 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4.00 8,1 6 1 1604 301 846 169 VT(x)[Ibs] 3650.4 2840.21 3.00 8.1 6 1 1651 301 901 226 L 17.00 17.00 100 8.1 2 2 1627 301 873 226 s�(�(•-� V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2306 max 226 T-1 TMax(x)[Ibs] 1651 901 B 1 1 S-S Wind Seis VD(x+t)[Ibs] 4803.5 2779.17 % 50% 1 150%," 10.00 8.1 1 1 1 3527 1 86.1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[Ibs] 8144.5 5306.32 L 20.50 20.50 S W.Z V 397 259 IBC 2305 max -r--Z. TMax(x)[Ibs] 3527 1606 C 1 S-S Wind Seis VD(x+y)[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 ��. V 187 103 IBC 2306 max 119 TMAx(x)[Ibs] 1303 421 D 1 S4 Wind Seis VD(x+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.2 i � ,,� Shear wall Summary Sheetin Re m'ts Shear Transfer Overturning Values Wind Seis Max Wind Seismic Wind I Seismic 1 -2nd 58 67 1 1 81 66 2-2nd 3-2nd 72 88 1 1 101 83 4-2nd A-2nd 63 69 1 ? 1 88 51 B-2nd 128 104 1 2 179 104 C-2nd 59 47 1 j 1 82 47 D-2nd j 1 - 1st 96 101 1 I 1 134 101 2- 1st 50 57 1 I 1 70 57 3- 1st 73 89 1 j 1 102 89 4- 1st A- 1st 153 226 1 2 215 167 1651 B-1st 284 259 2 1 6 397 259 3527 1606 C- 1st 134 119 1 2 187 103 1303 D- 1st s SWA SW-2 SW-3 SWA SW-5 SW-6 Sheathing ""226 -397 :. .' e 1 E"�, (PIS Shear Flow 1-45 (RIB Shear Transfer Connectors - CD = 1.6, Hem-Fir Connector Z(Ibs) 16d Nails 195.2 lbs 2005NDS TIIN[971 10,4 5.9 0.0 O.Q 0.0 0.0 16d Slant Nails (v<150plf) 162 Ibs 2005NDS T11N[97] 8.6 4.9 0.0 0.0 _0.0 a..a Simpson A35 Clip 510 Ibs Simpson C-20091164 27.1 15.4 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 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[1361 6.6 1 3.8 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T11E[85] 50.1 28.5 0.0 0.0 1 0.0 1 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDSTIIE[851 73.1 1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS TIIE[851 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 �r i 1 �, 3 11% �1 I ' � I I ' fl�Si,Cs� L�r4-D5- VaA-a x 15 PSP v Ear n r o PsF Djrv-+O z 10 PS F- Uvg iz25 PsF Gp\1 F �4vfv3r= L r., 200� rte4mi,-4 -t n- 6EavF !3S' 2n2,5 375 Fu.e.L ,-) r ®. Lc l7 i! rev r= 2' t 5 25 Fw.t•� a to t� 25 S3'-r4 ' %' t5 PT La+A ® IDS 7-025 a-ZsAs ® 1090 /700 P- 5s, sF 24' 360 60o F-LAAA- L a k' e0aP 24' bon F,LL4 U PPfe� r-Loose. Gr�ann�r-.tG, L s lam' WALL- rL o Ve , '10 28r� Fua.L. ®. 1,let, W,a L L_ 4` 40 - Lao auk 16 60 240 -fz' 75 300 rev 0F 7V 1&0 4000 e�'-Po(o' 4:5'-► ' UC[i.!-L L — FnAAA_ 1 FLonr2 D,?' 1 2t�3 �� 12" 42p,�' 4T5' I 1 � I 1 r - - �� `� I taC9kM of yr r2 ]=Leave- 9,45' 'S 575 �w r: 1 a L B 7+ CDC Z' � 50 t' FL.s,9 dZ.. V �u rwor s f/VALL �,1' Sf _ O� s 1 Fioo1�E A- ` 7 26 Levi vzwr- 2' 1'S zS Ft.wL. lb-! [ 12ooF 7,5 11z,5 z8'T,S f,z'�2,Z's�I,?-r• `1, r 5 T5 c Z,1'.4 ce'1-re4+S! WALL So' 8! Fu,,,r_ r-,-Oave 81.5 35o F%AA4- l.o W ►Eer3F 3' 4S 7 Si LOAS 1215 2025 .1i 2 ® 81r9 fa6417er� 1!� l�� e,ZM',Al', 7 *4,7' qo 15D a 12,7'4.14,1' 55 !z L=it.' lebo F '766, 112,5 6 (3)t L=1I' ig, L=,' PZooF z' 3d So 1:,t t,_ VJA-U— lei AIIA. k-W.,W- L 5 f ds 26 c) i L V E 3 5d R-"t. FL47 �- 'l1' 7O IQas S-` 15 25 I i ,� -- i� =' 1 I t Z-,a)"T. IJF-RF--Va Ft��tr� %o��LNlir�llr � i iv 7, Zv Z&O L-V ,2noF 6i3' F,,c.,.t_ �• •Ci u-7 MA �t M L= 4' i r' LllALL.C;' CL.out2 lGx 1�7� lrl FLCO t2 F"AA— PLM7I (p' too 4o o Fa vu ` NWA ?OTIT + L x 1 2�S• i - i 1 l - � I = i� i VNIve cts +z,5) r-SF x z4! = 96o Pi,'r- It�l.4f_f._ L-Q,4.Dx E C to 4 4.0 MI: - w " xFn.r ytlAt_L- LOAD G, r c i*.r toG'F x t Al,a i'x L [z°1 PVF- c uj U1 litlF 14-5 Pt f=x L 7l2)'x (— ,�V12)' 12q fOL/F: 10-rA-L. LOA-0 Lf r 160 -r l 6 z -r-3 d o +12 9 + 12 R =l b8o PvF E ll�l WF-res,. = 1�Clr _ Ibf3o't��F r a,f3d [o i3s►�� 2nao l�s F uSE l2�'X�a FTGr UV/ M- 4¢ Yi f TE e 1 n ce RD,,►mac DPI Ti o ti.l WALL La,40 = 110lpsF ac G 8,1,+6.1'-)=lbw ;f°ur- Wi= .= CIO �-- v<!� r z -l-6� -�- iqF W f 25 Y� l095 � - i �«.9�- �F- C o I--b T. � I r Ji i 5Q Tspiif I a Y'L ifc)Q e, 9 o-,D 0�re., \1114LL- LwA-n { e: �L.c9,ry LpA-D VJ F- (l O+ a Ptr— (fog E �! Cl rn c c w 0 s� — o, [:v r� l(1 G�`�G[C I"l�ts11CF-�i�1G-r Sr-f��� 4(r' 9!;oa rsr 4x C3.5"4v7V) xzos" _ i'S75O47400M i i 1 � d I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev. 5 OG04 --- Usor Kw-0008003,Ver 5.9.0,1-Dec-2003 Page 1 (c)1983-2003ENERCALCEnglneeringSoftware General Timber Beam e y 1'-162 ona Description 1 (RXN) General information ram-sz� Section Name 3.125x10.5 Center Span 12.00ft . .. . .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft ._. ..Lu 0.00 ft Beam Depth 10.500In Right Cantilever ft .. . ,.Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0psi Beam End Fixity Pin-Pin FcAllow 650.0psi E 1,800.0 ksi Full Length Uniform Loads Center DL 202.50#/ft LL 337.50 #/ft Left Cantilever DL gift LL gift Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.O0ft,Beam Width=3.125in x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 k-ft Maximum Shear"1.5 4.2 k AIIQwable 13.2 k-ft Allowable 9.1 k Max.Positive Moment 9.72 k-ft at 6.000 ft Shear: @ Left 3.24.k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.24 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.261 in Max.M allow 13.21 Reactions... @ Right 0.000 in fb 2,031.28 psi fv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections ----- - � � Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 in ...Location 6,000ft 6.000ft ...Length/Deft 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5"D.L.DO)_ Deflection 0.000 In 0.000 In @ Center 0.261 In ...Length/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 57.422 in3 Area 32.813 162 Cv 1.000 Rb 0.000 Cl 3239.999 Lvi .h�nmens $xx Reg'd Allowable fb @ Center 9.72 k-ft 42.26 in3 2,750.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,750.00 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 16.073 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 a• ' Lk t' I� Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: e u Kw-MM603,ver6.e.0,I-o.,20a3 General Timber Beam Pagg 1 (0)1983.2003ENERCALCEnQbsWnuSolfWero E2e vCelaiall�ns ,as Description 2(RXN) General Information t 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 GluLam Douglas Fir,24F-V4 Fb Base Allow 21400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #Ift LL 0 Left 150.00 #Ift Start Loc 0.000 ft DL @ Right #/ft LL Right #Ift End Loc 17.000 ft #2 DL @ Left 90.00 #Ift LL @ Left 150.00 #Ift Start Loc 0.000 ft DL @ Right #/ft LL @ Right #Ift End Loc 17.000 ft Summary I Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth m 12.1n,Ends are Pin-Pin Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear"1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7.208 ft Shear. @ Left 2.72 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.314 in Max.M allow 17.25 Reactions,.. @ Right 0.000ln fb 1,423.82 psi fv 91.03 psi Left DL 1.02 k Max 2.72 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.51 k Max 1.36 k Deflections Center Span... VA Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.209 in -0.558 in Deflection 0.000 in 0.000 in ,..Location 8.160 ft 8.160 ft ,..Length/Defl 0.0 0.0 ...Length/Deft 975.3 365.72 Right Cantilever... Camber(using 1.6*D.L.DO)_ Deflection 0.000 In 0.000 In @ Center 0.314 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs 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 Momen`, Sxx Reg'd Allowable it @ Center 8.90 k-ft 38.69 in3 2,750.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 Ina 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 in2 7.322 In2 Fv:Allowable 276.00 pal 276.00 psi Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 in ti Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description; Scope: fbav: 580ON Uaor.KW-0003603,Vor 5.8.0,1-Deo-20M Page 1 (01983.2003 ENER_CALC Enonesnng Software General Timber Beam 11.162,ecw Colculations Description 3 (RXN) General Information -� Section Name 6.125x37.5 - 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 Fixity Pin-Pln Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #1ft LL #/ft Trapezoidal Loads W #1 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Lac 0.000 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #!ft End Loc 24.500 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Lac 24.500 ft DL @ Right 90.00 #/ft LL @ Right 150.00 #M End Loc 33.000 ft #3 DL @ Left 15.00 0/ft LL @ Left 25.00 #/ft Start Loc 33.000 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 45.000 ft Point Loads Dead Load 1,215 D lbs 1,020.O lbs lbs lbs lbs lbs Its Live Load 2,025.0lbs 1,700.O lbs Ibs lbs lbs lbs lbs ...distance 24.500 ft 33.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 R 0.00Oft Summary Beam Des(gn'OK Span=45.00ft,Beam Width=5.1251n x Depth=37,5in,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear"1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.407 in Max.M allow 228.43 Reactions... @ Right 0.0001n fb 889.23 psi fv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 2.282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.271 in -0.724 In Deflection 0.000 in 0.000 In ...Location 23.580 ft 23.580 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,989.2 745.96 Right Cantilever... Camber(using 1.6*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.407 In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: 5800CA Deer.KW-0603,Vat5.8.0,1-oec-2003 General Timber Beam Page 2 (e)1983-2003 ENERCALC Erglnoedng Software 71-192.ecwCalcu 803 lattona Description 3 (RXN) Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 in2 Cv 0.827 Rb 0.000 Cl 4615.221 Max Moment Sxx Rea'd Allowable`b @ Center 89.01 k-ft 468.05 In3 2,282.05 psi @ Left Support 0.00 k-ft 0.00 In3 2,282.05 psi @ Right Support 0.00 k-ft 0.00 In3 2,282.05 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 9.60 k Area Required 23.752 in2 34.782 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 4.62 k Bearing Length Req'd 1.385 in Max,Right Reaction 6.64 k Bearing Length Req'd 1,995 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: 4ev, SSCrxa User rvd-aec as,ver ac 1-Daa•zooa General Timber Beam Page 1 (C,',7uJ?-2C.73 ENFRCALZ E-I-ireorx j Software 11-11i7.P.f.%'.GGI"UlOt on%, -�G 971� IIii7iJF,.. .. '7S a1'aiSiF?#l1Qb�{lT+.AI�.'iaB�dX .. w «.e.w85Z"a:u1'�Yi• Description 4 General Information Section Name 4xl0 Center Span 6.00 ft Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur,Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 kal Full Len th Uniform Loads _ Center DL 360.00#/ft T LL 600.00 #/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 0.860 ; 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 (M Center 0.0521n Max M allow 5.02 Reactions... @ Right 0,0001n fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88k Fb 1,207.50 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0351n -0.093 in Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber I using 1.5"D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.052 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics 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 Rea'd Rea' Allcwab'.e fb @ Center 4.32 k-ft 42.93 in3 1,207.50 psi @ Left Support 0.00 k-ft O.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,207.50 psi Shear Analysis @ Left Support Q Right Support Design Shear 3.21 k 3.21 k Area Required 16.440 in2 16.440 In2 Fv:Allowable 195,50 psi 195.50 psi Bearing @Supports Max.Left Reaction 2.88 k Bearing Length Req'd 1.317 In Max.Right Reaction 2.88 k Bearing Length Req'd 1.317 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rov. 580004 UaerKW-�«3.Ver5-B.0,1.oec.z03 General Timber Beam Page 1 (o)1983-2003 ENERCACC Engineering Software 1+-162.ecH:Calcu!atir,r Description 4A General Information Section Name 4x8 Center Span 4.O0ft . . . ..Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . .Lu 0.00 it Member Type Sawn Douglas Fir-Larch, Ne.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 360.00#/ft LL (6 0.00 #/ft Left Cantilever DL #/ft LL Nit Right Cantilever DL #/ft LL #lft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.574 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 2•0 k Allowable 3.3 k-ft Allowable 5.0 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0221n Max.M allow 3.34 Reactions... @ Right 0.0001n fb 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 1,308.13 psi Fv 195.50 psi Right D.L 0.72 k Max 1,92 k Deflections Center Span... Dead Load Iota Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.038 in Deflection 0,000 in 0.000 In ...Location 2.000 ft 2.000 ft ...LengthlDefl 0.0 0.0 ...Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.5 `D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.022 in ...LengthtDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 29.150 Le 0.000 It Sxx 30.661 In3 Area 25.375 In2 Cf 1.300 Rb 0.000 Cl 1919.999 Max Moment Sxx Req'd Allowable fb @ Center 1.92 k-ft 17.61 In3 1,308.13 psi @ Left Support 0.00 k-ft 0.00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 in3 1,308,13 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 2.03 k Area Required 10.371 In2 10.371 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.878 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.876 In •:yI I Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope Ver Rev: 580004 Usor KW0803803,CALC Engineering S3 General Timber Beam Page (e)1983.2003 ENERCALC Enginaerin0 Software 11-782.ocwCafau!sPras Description 5 General Information r 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 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 151.00#Ift LL 280.00 #/ft Left Cantilever DL #/ft LL 0/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 4.6 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 R Shear: Q 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 Ot @ Canter 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 1,063.16 psi fv 64.59 psi Left DL 1.21 k Max 3.45k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.21 k Max 3.45 k Deflections Center Span... Dead Load Total Load Left Cantilever,.. Dead Load Total Load Detection -0.118 in -0.336 in Deflection 0.000 In 0.000 in ..,Location 8.000ft 8.000ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.6 D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.177 In ..LengthMefl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155,672 In3 Area 69.188 In2 Cv 1.000 Rb 0.000 Cl 3447.999 Max Moment Sxx Req'd Allowable fb @ Center 13.79 k-ft 68.96 In3 2,400.00 psi @ Left Support 0.00 k-ft 0,00 In3 2.400.00 psi C Right Support 0.00 k-ft 0.00 In3 2,400.00 psi Shear Analysis @ Left Support Q Right Support Design Shear 4.47 k 4.47 k Area Required 18.619 In2 18.619 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.45 k Bearing Length Req'd 1.035 in Max.Right Reaction 3.45 k Bearing Length Req'd 1.035 in � r G i Tltie: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope nev. 5800C4 -- User.KW-S-203ENE:,Ver5,En 1-Ooo-gSo General Timber Beam Page 1 2003 (c)i983 2003 ENcRCALC Engineer ng Software 11-162 env icuiations Description 6 rGeneral 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 GiuLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 850.0 psi E 1,800.0 ksi ^Full Length Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads -- #1 DL @ Left 60.00 #/ft LL @ Left 240.00 #/It Start Loc 0.000 ft DL @ Right 60.00 #/ft LL @ Right 240.00 #/ft End Loc 11.000 ft #2 DL @ Left 75.00 #/ft LL @ Left 300.00 Ot Start Loc 11.000 ft DL @ Right 75.00 #Jft LL @ Right 300.00 #/ft End Loc 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5.125in x Depth=13.51n,Ends are Pln-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear*1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Mornent 16.57 k-ft at 9.880 ft Shear. @ Lei? 3.36 k Max.Negative Moment- _ -0.00 k-ft .--at--19.000 ft @ Right 3.70 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.246 in Max.M allow 31.08 Reactions... @ Right 0.000 In fb 1,276.99 psi fv 70.72 psi Left DL 0.98 k Max 3.36 k Fb 2.395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 k Deflections - - - --- �- Center Span... [lead Load � Total Load Loft Cantilever.. 'Rad 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.DO)... Deflection 0.000 In 0.000 in @ Center 0.246 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In T Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: •Ray: 680004 User,KW-0603803 Ver5.B.0,14Dea•2003 General Timber Beam Page 2 (c)1963-2003 ENEACALC Engineering Software 11-t�:.ecwCzlc iatfo s .oi5/EZiT 'SdATS:.lF�V!l79:36C'Q76:.STf ✓ u Description 6 Stress Caics Bending Analysis Ck 22,210 Le 0.000 ft Sxx 155.6721n3 Area 69.188 in2 Cv 0.998 Rb 0.000 Cl 3356.314 Max Moment Sxx Read Allowable fb •Center 16.57 k-ft 82.98 Ina 2,395.76 psi •Left Support 0.00 k-ft 0.00 In3 2,395.76 psl •Right Support 0.00 k-ft 0.00 in3 2,396.76 psi Shear Analysis @ Left Support Right Support Design Shear 4.49 k 4.89 k Area Required 18.716 in2 20.388 1n2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Req'd 1.008 In Max.Right Reaction 3.70 k Bearing Length Req'd 1.112 In I Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev. 58000A - - -- Usor.KW0603803 'or 5.8,0.1-Deo-2003 General Timber Beam Page 1 (c113B3-2003 ENEI�CALC Englnoodng SV"to 11-182.mv..Celcvlaskm Description 7 General In-formation---- 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 9.2501n Right Cantilever ft . .. ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 88 00#/ft LL 28.00 #1ft Left Cantilever DL #M LL Wft Right Cantilever DL #M LL #tft LTra ezoidal Loads #1 DL @ Left 360.00 #/ft LL @ Left 600.00 #1ft Start Loc 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 0.800 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #1ft Start Loc 4.500 ft DL @ Right 360.00 Wit LL @ Right 600.00 #/ft End Loc 6.000 ft Point Loads Dead Load 720.01bs 720.0lbs lbs lbs lbs lbs lbs Live Load 1,200.O lbs 1,200.0lbs lbs lbs lbs lbs lbs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000ft Summary Y Beam Design OK Span=5.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.361 : 1 Maximum Moment 1.6 k-ft Maximum Shear " 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.58 k-ft at 2.080 ft Shear. @ Left 2.74 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 2.74 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.018 in Max.M allow 4.37 Reactions... C Right 0,0001n fb 378.73 psi fv 11.62 psi Left DL 1.14 k Max 2.74 k Fb 1,050.00 psi Fv 170.00 psi Right DL 1.14 k Max 2.74 It Deflectlons Center Span... Deed Load 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 0.018 In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: ev. 680004 uear.KW-06a36o3,verSAO,I-000-2003 General Timber Beam Pag® 2 (c)1963.2003 ENERCALC Engineering Software 11-162.ecw:Calculad So Description 7 Stress Caics Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 1n2 Cf 1,200 Rb 0.000 CI 2737.040 Max Moment Sxx Read Allowable fb ®Center 1.58 k-ft 18.00 in3 '1,050.00 psi •Left Support 0.00 k-ft 0.00 In3 1,050.00 psi •Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support Right Support Design Shear 0.23 k 0.36 k Area Required 1.349 In2 2.213 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 in Max.Right Reaction 2.74 k Bearing Length Req'd 1.252 In I Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description. Scope Rev. 580004 - - User.Kw•0803603,Ver5.6.0.1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engirmering Software 11.182ecmrCalculel(ona t;s�czz3s�srasr�y 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 10.500In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F•V4 Fb Base Allow 2,400.0 psi Load Dur,Factor 1.000 Fv Allow 240.0 psl Beam End Fixity Pin-Pln Fc Allow 660.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 175.50 Wit LL 378.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LLg 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 k-ft @ Center 0.191 In Max.M allow 11.48 @ Right 0.000 in Reactions... fb 1,912.17 psi fv 123.38 psi Left DL 1.01 k Max 3.18 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.01 k Max 3.18 k rDeflections _ � - Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load, Deflection -0.127 in -0.401 In Deflection 0.000 in 0.000 in .,.Location 5.750 It 5.750 It ...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 Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 In3 Area 32.813 In2 CV 1.000 Rb 0.000 Cl 3182,624 Max Momen Sxx Req'd towable fb @ Center 9.15 k-ft 45.75 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 In2 16.868 In2 Fv:Allowable 240.00 psi 240,00 psi Bearing a@ Supports Max.Left Reaction 3.18 k Bearing Length Req'd 1.567 In Max. Right Reaction 3.18 k Bearing Length Req'd 1.567 In i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Oar, 1i80 ---- DeerKYVO&U3603,Ver 5,8.0,11-Dee-21003 General Timber Beam Page 1 (e)t983.2003 EN!RCALC Fngh eering Software 11-182,ecw;Calculatione Description 9 General Information Section Name 4x10 Center Span 8.30ft ... . .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 171.00#Jft LL 290.00 #1ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.30ft,Beam Width=3.5001n x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.909 : 1 Maximum Moment 4.0 k-ft Maximum Shear* 1.5 2.3 k Allowable 4.4 k-ft Allowable 6.5 k Max,Positive Moment 3.97 k-ft at 4,150 ft Shear: @ Left 1.91 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.091 In Max,M allow 4.37 Reactions... @ Right 0.000ln 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 1.01 k Deflections ^ Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 in -0.164 in Deflection 0.000 in 0.000 In •..Location 4.150 ft 4.160 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,636.9 607.20 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.091 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ 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 1913.149 Max Moment SxxRea'd AI(owable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00In3 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 T1tle: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope .Rev: 680004 - User:KW-0803803,ver6.8.0,1-Dea2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 11-1e:.ucvrCalcuiations Description 10 j General Information Section Name 2-2xl0 Center Span 6.00 R ... ..Lu 0.00 ft Beam Width 3.0001n 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 900.0 psi Load Dur.Factor 1.000 FvAllow 180.0psi 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 #/ft Trapezoidal Loads 01 DL @ Left 298.00 #!ft LL @ Lett 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 0/ft LL @ Right 378.00 #/ft End Loc 4.400 ft #2 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 4.400 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/R End Loc 6.000 ft Summary Beam Design OK Span=6.00ft,Beam Width=3.000in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 k-ft Maximum Shear*1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max.Positive Moment 2.83 k-ft at 2.808 It Shear. @ Left 2.01 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right - -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n 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 Cantllever... Dead Load Total Load Deflection -0.025 In -0.056 In Deflection 0.000 in 0.000 In ...Location 2.928ft 2.928 ft ...Length/Defl 0.0 0.0 ...Length/befl 2,926.3 1.275.38 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflectlon 0.000 In 0.000 In @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In V I Title: Job Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope •Ray 68OW4 Use KW-0803603 Ver6.6.0,1-Dec•2003 General Timber Beam Page 2 (ajt963.2003 ENEdCALC Engineerng Software 11-162 ecw Celwlatlone Description 10 Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 In3 Area 27,750 in2 Cf 1.100 Rb 0.000 Cl 2012.319 Max Moment Sxx Reo'd Allowable fo @ Center 2.83 k-ft 34.28 in3 990.00 psi @ Left Support 0.00 k-ft 0.00 In3 990.00 psi @ Right Support 0.00 k-ft 0.00 In3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 1.81 k Area Required 12,187 in2 10.039 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1 073 In Max.Right Reaction 1.27 k Bearing Length Req'd 0 B75 in Title: Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description Scope: ReV. 560004 Uear:KW-0603803, ter 5.6.0,1•Doo-2003 Page 1 (e)1963 2003 ENERCALC Er0lreering Sortvmra General Timber Beam 11462.ww.Celculallons Description 11 General Information Section Name 5.125x22.5 Center Span 21.50 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft • .. ..Lu 0.00 ft Beam Depth 22.600 in Right Cantilever ft Lu 0.00 ft Member Type OuLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksI Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 01ft Left Cantilever DL #/ft LL #1ft Right Cantilever DL #/ft LL #Ift Trapezoldal 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 Wit End Loc 2.700 ft #2 DL @ Left 112.50 #/ft LL @ Left 187.50 Wit Start Loc 4.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Loc 7.700 ft #3 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 9.700 ft DL @ Right 112.60 #/ft LL @ Right 187.50 #/ft End Loc 12.700 ft #4 DL @ Left 75.00 #/ft LL @ Left 125.00 Wit Start Loc 14,700 ft DL @ Right 75.00 #/it LL @ Right 125.00 #/ft End Lac 21,500 ft Point Loads Dead oa 2,094.0lbs 113.0lbs 113.0lbs 113.0lbs ':13.0lbs 143.0I s 143.O1bs Live Load 3,158.0 Ibs 188.0 Ibs 188.0lbs 188,0lbs 188.O lbs 238.0 Ibs 238.Olbs ...dlsfance 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 W[dth=5.125in x Depth=22.51n,Ends are Pin-Pin Max Stress Ratio 0.701 : 1 Maximum Moment 56.8 Wt Maximum Shear"1.5 12.6 k Allowable 81.0 Ot Allowable 27.7 k Max.Positive Moment 56.82 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 81.02 Reactions... @ Right 0,O00in fb 1,576.74 psi fv 109.13 psi Left DL 5.33 k Max 14.65k Fb 2.248.48 psi Fv 240.00 psi Right DL 3.44 k Max 9.90 k Deflections Center Span... Dead Load Totaf Load r Left Cantilever... Dead LoadTot-'Load Deflection -0.190 in -0,543 in Deflection 0.000 In 0.000 in ...Location 10.578 ft 10.664 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,355.6 474.98 Right Cantilever... Camber(using 1.5"D.L.Defi)... Deflection 0.000 in 0.000 in @ Center 0.285 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev! 580004 Page 2 Uset"KW-0803803 Ver5.8.0,1-Dec-2Do3 General Timber Beam (c)1983.2003 ENEACALC Engineering Softare 11-182.ecwCafculetions Description 11 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 CI Max Moment Sxx Req'd Ilowab'.e f� @ Center 56.82 k-ft 303.23 in3 2,248.48 psi @ Left Support 0.00 k-ft 0.00 in3 2,248.48 psi @ Right Support 0.00 k-ft 0.00 In3 2,248.46 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.10 k 12.58 k Area Required 60.406 in2 52.435 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 14.65 k Bearing Length Req'd 4.398 in Max.Right Reaction 9.90 k Bearing length Req'd 2.973 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope. Rev: 660004 --- UaecKWO60i803 Vor6.9.0,1-DBc-2003 age P General Timber Beam 1 (cj1g83-2003 ENEf�CALC Engineering Saawwo 1i-162 acxalwlatlona Description 12m General Information Section Name 3.125x12 Center Span 16.00 ft ...Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft ... ..Lu 0.00 It Beam Depth 12.000In Right Cantilever ft . ....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksf L Full Length Uniform Loads -- Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DIL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00%Bearn Width=3,125in x Depth=12.1n,Ends are Pin-Pin Max Stress Ratio 0.557 : 1 Maximum Moment 9.6 k-ft Maximum Shear* 1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.60 k-ft at 8.000 ft Shear. @ Left 2.40k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0,307in Max.M allow 17.25 Reactions... @ Right 0.000 in fb 1,536.00 psi fv 84.48 psi Left DL 0.90 It Max 2.40 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2.40k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.205In -0.546 In Deflection 0.000 in 0.000 In ...Location 8.000 ft 8.000 it ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0;000 in 0.000 In @ Center 0.307 In ...LengthlDeff 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs - � _�- [Ly1 Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 ln3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx.Req'd bjtq�vable 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 Description Scope: Roy. 04 - UW,,MV-0603603.Ver5.6.0,1-oeo-2003 General Timber Beam Page 1 (c)1963-2003 ENERCALC Eno,neering 8aQware 17-162.ecw;Celculalfone Description 13 General Informatlon Section Name 4x10 Center Span 17.00 ft Lu 0.00 ft Beam Width 3,500in Left Cantilever ft Lu 0,00 ft Beam Depth 9.250 in Right Cantilever It Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,360.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45.00#/ft LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #Ift LL #/ft Summary Beam Design OK Span=17.00ft,Beam Width=3.5001n x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.559 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 1.4 k Allowable 7.7 k-ft Allowable 6.3 k Max.Posifive Moment 4.33 k-ft at 8.500 ft Shear: @ Left 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.02 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.3431n Max,M allow 7.75 Reactions... @ Right 0.000 in fb 1,042.26 psi fv 43,10 psi Left DL 0.38 k Max 1.02k Fb 1,863.00 psi Fv 195.50 psi Right DL 0.38 k Max 1.02 k Deflections Center Span... Dead Load Tc_t� Load Left Cantilever... Dead Load Total Load Deflection -0.229 in -0.611 In Deflection 0.000 In 0.000 in ...Location 8.500 ft 8.500 ft ...Longth/Defl 0.0 0.0 ...Length/Deft 891.0 334.13 Right Cantilever... Camber(using 1.8`D.L.Deft)... ' 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 CI 1020.000 Max Moment Sxx Redd Allcwable fb @ Center 4.33 k-ft 27.92 In3 1,863.00 psi @ Left Support 0.00 k-ft 0,00 In3 1,863.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,663.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.40 k 1.40 k Area Required 7.137 In2 7.137 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.02 k Bearing Length Req'd 0.466 in Max.Right Reaction 1.02 k Bearing Length Req'd 0.466 in � i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: .I Rav: 5e0004 Ueer..KW-06036C3.Var6,6.0,,-0ec-2003 General Timber Beam Page 1 (c)1883-2003 ENERCALC Enonse&g Software 11,162.0cw Calculatlons Description 14 General information Section Name 4x10 Center Span 6.00ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . ... ,Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ... .Lu 0.00 it Member Type Sawn Douglas Fir-Larch,No.2 Fb Bass Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,300.0 ksl J Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #Ift Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear*1.5 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3.000 ft Shear: @ Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.46 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000In 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.OD psi Fv 170.00 psi Right DL 0.53 k Max 1.46 k Deflections Center Span... Dead Load Total Load Left Cantilever.,. Dead Load Tot I Load Deflection -0.017In -0.047In Deflection 0.000 In 0.000 In ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 .•.Length/Defl 4,210.2 1,524.67 Right Cantilever... Camber(using 1.5•D.L.DO)... Deflection 0.000 In 0.000 In @ Center 0.026 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 It Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1467.999 Max Mroment Sxx Req'd Allowable fb @ Center 2.19 k-ft 24.99 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysls @ 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descrlptlon Scope -- Use'KW 0803803 Vnr5.80,1Aec-2003 General Timber Beam Page 1 (c)1983 2003 ENEF�CALC Engino Wno Software 1!-'82.aav:Calculations iae:5ess»sa��a�a',mzas�rcpre Description 15 General Information Section Name 4x8 Center Span 3.00ft .,Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft . . . .,Lu 0.00 ft Beam Depth 7.2501n Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625,0 psi E 1,300,0 ksi Full Length Uniform Loads Center DL 196.00 Oft LL 355.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft �� _ Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0,213 ; 1 Maximum Moment 0.6 k-ft Maximum Shear* 1.5 0.7 k Allowable 2.9 k-ft Allowable 4.3 k Max,Positive Moment 0.62 k-ft at 1.500 ft Shear. @ Lett 0,83 k Max.Negative Moment 0.00 k-ft at 0.000 ft a Right 0.83 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 2.91 Reactions... Cd1 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... De,d Load Total_Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.007 in Deflection 0,000 In 0.000 In .,.Location 1.500 ft 1.500 ft ..LengthtDefl 0.0 0.0 ...Length/Defi 14,562.4 5,180.11 Right Cantilever... Camber(using 1.5"'D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.004 in ..,Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 31.260 Le 0.000 ft Sxx 30,661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 826.500 R1ax moment Sxx Rea'd Allowable fb @ Center 0.62 k-ft 6,54 in3 1,137.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,137.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 4.376 In2 4.376 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 0.83 k Bearing Length Req'd 0.378 in Max.Right Reaction 0.83 k Bearing Length Req'd 0.378 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rw. 500004 - (ojisea-2o0770F3F�CALCEnp3n0aorinc�j8dlware General Timber Beam Page 1 11-182,6m Calcul atlons Description 16• General Information Section Name Prllm:3.5x9.25 Center Span 8.50 ft , ... .Lu 0.00 ft '1 Beam Width 3.500 in Left Cantilever ft ,... .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ...Lu 0 00 ft Member Type Manuf/So.Pine 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 ksl Full Length Uniform Loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/it Trapezoidal Loads #1 DL @ Left 80.00 #/ft LL @ Left 320.00 #lit Start Loc 0.000 ft DL @ Right 80.00 #/ft LL @ Right 320.00 #/it 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 Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth o 9.251n,Ends are Pin-Pin Max Stress Ratio 0.562 : 1 Maximum Moment 6.8 k-ft Maximum Shear*1.6 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: Left 3,26 k Max.Negative-Mament 0.00 k-ft at 0.000 ft Right 3.16 k Max @ Left Support 0.00 k-ft Camber: Left 0,000 in Max @ Right Support 0.00 k-it @ Center 0.057 in Max.M allow 12.06 Reactions... @ Right 0.000 In fb 1,628.53 psi iv 123.65 psi Left DL 0.65 k Max 3.26 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load I9Sal Load Dorecticn -0.038 in -0.191 In Deflection 0.000 In 0.000 In ...Location 4.250 ft 4.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,668.7 533.75 Right Cantilever... Camber(using 1.6*D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.057 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I Title; Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope. Raw�CA `-- — — User, rb.8,0,1-Doo-2003 General Timber Beam gage 2 (0)198LC Engineering softwere 11-?S2,ocr.Csfl.l'a!:ons Siti�Cls]ss�6Y7��F�s43iZ;S1R�'�. Description 16 Stress Caics 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 M01 en Sxx Reg'd Allowable fb @ Center 6.77 k-ft 28.03 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 In3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,900.00 psi Shear Analysis @ Leff 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 Title: Job Of Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Rev. 580004 User:KW-08o3603,ver5.8.0.1-nec-M3 General Timber Beam Page 1 (c)1883.2003 ENERCALC Engrrwerlrig Software 11-1e2.ecw Ceicuialione Description 17 General Information _. ��� Section Name 4x10 Center Span 10.00 ft ....,Lu 0.00 ft Beam Width 3.5g0 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 pal Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 11300.0 ksl Full Length Uniform Loads Center DL 115.50#/ft LL 192.50 #/ft Left Cantilever DL #Ift LL #/ft Right Cantilever DL #/ft LL #/ft Summarymmi 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 1.54 k Max,Negative Moment 0.00k-ft at 10.000 ft @ Fight 1.54k 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 11207.60 psi Fv 195.50 psi Right DL 0.58 k Max 1.54 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.087 in -0.231 in Deflection 0.000 in 0.000 In ...Location 5.000 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,385.7 519.65 Right Cantilever... Camber(using 1.5 D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.130 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In 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 CI 1539,999 Max Moment Sxx Req'd Allowable fb @ Center 3.85 k-ft 38.25 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 in2 10.020 In2 Fv:Allowable 196.50 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# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope. _ User.K1/J0603803.Var5.80.1•dec-=3 CALC EngineerlN wware General Timber Beam Page 1 (c)1883 2C93 ENFR 1-162.ecrPakuiellons Description 18 General Information Section Name 4x6 Center Span 5.00 ft .....Lu 0.00 ft Beam Width 3.500In Left Cantilever ft . ... .Lu 0.00 ft Beam Depth 5.500 In Right Cantilever ft ...Lu 0.00 ft MemberType Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi FUII Length Uniform Loads -g Center DL 94.60#/ft LL 157.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #1ft Summary Beam Design OK Span=5,00ft,Beam Width=3.500in x Depth-5.5in,Ends are Pin-Pin Max Stress Ratio 0,409 ; 1 Maximum Moment 0.8 k-ft Maximum Shear"1.5 0.8 k Allowable 1.9 k-ft Allowable 3.8 k Max.Positive Moment 0.79 k-ft at 2,500 ft Shear @ Left 0.63 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 0.63 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.032in Max.M slow 1.92 Reactions.,, @ Right 0.000in fb 535.54 psi fv 40.45 psi Left DL 0.24 k Max 0.63 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.24 k Max 0.63 k Deflections - - - --._ _ Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.021 in -0.056 in Deflection 0.000 In 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ..,LengthlDefl 2,848.3 1,068.11 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 In @ Center 0.032 in .,,Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs - Bending Analysis Ck 29.150 Le 0.000 ft Sxx 17.646 10 Area 19.250 In2 Cf 1,300 Rb 0.000 Cl 630.000 Max Moment Sxx Req'd Allowabic tt� @ Center 0.79 k-ft 7.22 in3 1,308.13 pal @ Left Support 0.00 k-ft 0.00 in3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 Ina 1,308.13 psl Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 in2 3.983 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 0.63 k Bearing Length Req'd 0.288 in Max.Right Reaction 0.63 k Bearing Length Req'd 0.288 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev 5OW04 - - -"'- User.KW-M3603,Ver 6.8.0,1-oeo-2003 Page 1 (c)1993-2.003ENERCALC Enyineorinr software General Timber Beam 11 IM-102.ecw:CelaAallons Description 19 General Information Section Name WO 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 Pln-Pin Fc Allow 825.0 psi E 1,300.0 ksi Full Length Uniform Loads cr , Center DL 100.00#/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0•229 : 1 Maximum Moment 1.0 k-ft Maximum Shear` 1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 ft Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @Left Support 0.00 k-ft Camber: @Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max,M allow 4.37 Reactions.., @ Right 0.000 in fb 240.43 psi tv 28.54 psi Left DL 0.20 k Max 1,00k Fb 1,050.00 psi Fv 170.00 psi Right DL 0,20 k Max 1.00 k Deflections Center Span... Dead Load tal Load Left Cantilever... d Load Total Loa Deflection -0.002 in -0.010 In Deflection 0.000 In 0.000 In ,..Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 25,008.4 5,001.67 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.003 in ,..Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in LStress Caics Bending Analysis Ck 31.260 Le 0.0001ft Sxx 49.911 in3 Area 32,375 in2 Cf 1.200 Rb 0.000 CI 1000.000 Max Moment S>-x Rsq'd Allowable fb @ Center 1.00 k-ft 11.43 In3 1,060.00 psi @ Left Support .0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 0.92 k Area Required 5.435 in2 5.435 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max,Left Reaction 1.00 k Bearing Length Req'd 0.457 in Max.Right Reaction 1.00 k Bearing Length Req'd 0.457 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev'. 580004 - usacKW-0803603 Var5.80,�-oec-zoaa General Timber Beam Page 1 (c)1083.2003 ENEACnt.0 Engineering Senware II-M-oew.Calculations Description 20 General Information Section Name 4x10 Center Span 4.00 ft Lu 0.00 It Beam Width 3.500 in Left Cantilever It . .. . .Lu 0.00 ft Beam Depth 9.260 in Right Cantilever ft . .. . .Lu b.o0 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 Uniform loads Center DL 149.00#/ft LL 436.00 #/ft Left Gantllever DL #/ft LL #/ft Right Cantilever DL #/ft LL #lit Summary _ -- - - - Beam Design OK Span 4.00ft,Beam Width=3.500In x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0,268 : 1 Maximum Moment 1.2 k-ft Maximum Shear*1.5 1.1 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.17k-ft at 2.000 ft Shear: @ Left 1.17k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.17 k Max @ Left Support 0.00 k ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.004in Max.M allow 4.37 Reactions... @ Right 0.0001n fb 281,30 psi fv 33.39 psi Left DL 0.30 k Max 1.17k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.30 k Max 1.17 k Deflections Center Span... Dead load Total Loan Left Cantilever... Dead Load Taal Load Deflection -0.003 in -0.011 in Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 16,784.1 4,274.94 Right Cantilever... Camber(using 1.5*D.L.DO)... Deflectlon 0.000 in 0.000 In @ Center 0.004 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Cales Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1170.000 Max1MMoment Sxx R Allowable fb @ Center 1.17 k-ft 13.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 6.359 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 I Title: Job# Dsgnr: Date: 12:1413M, 10 MAY 11 Description: Scope: Rev: 680004 '-'- - -- -- -- - - User K14'•OE03603,Var5.6.0,1-0ec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Eool�eorirg Software 1146�.ocpr.CalWlatbre Description 21 >^ General information 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 FcAllow 525.0psi 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=9.25in,Ends are Pin-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear" 1.5 1.8 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear. @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 It @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. Left 0.000 in Max @ Right Support 0,00 k-ft @ Center 0.009ln Max.M allow 4.37 Reactions... @ Right 0.000in fb 462.58 psi fv 54.91 psi Left DL 0.64 k Max 1,92 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.64 k Max 1.92 k Deflections Cantor Span... Dgad Load Total Load Left Cantilever... Deed Load Total Load Deflection .0.006 In -0.018 in Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length[Defi 0.0 0.0 ...Length/Deft 7,766.6 2.599.62 Right Cantilever... Camber(using 1.6 D.L.DO)... Deflecticn 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 Q 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 Momen Sxx Redd Allowable fb @ Center 1.92 k-ft 21.99 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 11050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10.458 In2 10.458 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max,Left Reaction 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0,880 in Title; Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope: Roe 580004 -- i;s983&3E ERCALCEnpineaefng9oftwaro General Timc-2003ber Beama9en���q Description Floor Joist Above(2)-Car Garage Eeneral information A Section Name 2-2xl0 Center Span 17.50 ft .. ..Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft . .. ..Lu 0.o0 ft Beam Depth 9.250 in Right Cantilever ft Lu 0 00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0PSI Load Our.Factor 1.000 Fv Allow 180.0psI Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Center DL I 50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary 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 ft Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber, @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.1271n Max.M allow 4.51 Reactions... @ Right 0.000in ft; 719.43 psi fv 28.90 psi Left DL 0.12 k Max 0.59 k Fb 1,265.00 psi Fv 180.00 psi Right DL 0.12 k Max 0.59 k Deflections a Center Span... D,,,A Load Totai Lqgd Left Cantilever... De d _off Total Load Deflection -0.085ln -0.420 in Deflection 0.000 In 0.000 In ...Location 8.750 it 8.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,479.6 499.61 Right Cantilever... Camber(using 1.6 D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.127 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Caics Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 in3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 586.250 Max Moment Sxx 3eq'd Allmvable t @ Center 2.56 k-ft 24.33 In3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 in3 11265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 4.455 in2 4.455 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.59 k Bearing Length Req'd 0,313 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.313 in Title: Job# Dsgnr: Date: 12:1SPM, 10 MAY 11 Description Scope; Rev. 58M4 User K' 3603,Ver8.6.0,1-Doo-2003 General Timber Beam Page 1 1.)1663.2003 ENERCALC Enolneerina 3811 ro 11-162,eav Cniwlallone Description Main Floor Joist General Information - Section Name 2x10 Center Span 12.50 ft .....Lu 0.00 ft Beam Width 1.500 In Left Cantilever ft ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fib Base Allow 850.0 psi Load Dur,Factor 1,000 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fie Allow 405.0 psi Repetitive Member E 1,300.0 ksi Full Length Uniform Loads --� Center DL 13.50#/ft LL 63.50 #/ft 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=9.251n,Ends are Pin-Pin Max Stress Ratio 0.683 ; 1 Maximum Moment 1.3 k-ft Maximum Shear" 1.5 0.6 k Allowable 1.9li Allowable 2.1 k Max.Positive Moment 1.31 li at 6.250 ft Shear. @ Left 0.42k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.086in Max.M allow 1.92 Reactions... @ Right 0.000 In fb 734,11 psi fv 39.84 psi Left DL 008 k Max 0.42 k Fb 1,076.26 psi Fv 150,00 psi Right DL 0.08 k Max 0.42 k Deflections - - - Canter Span... Dead Laa0 To al Load Lek Cantilever...I!a2cac3m.:l Dead L-p_ Total Load Deflection -0.058 in -0,286 in Deflection 0.000 In 0.000 in ,..Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Defi 2,601.5 524.18 Right Cantilever... Camber(using 1,5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.086 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Bending Analysis Ck 31.716 Le 0,000 ft Sxx 21.391111 Area 13,875 In2 Cif 1.100 Rb 0.000 CI 418,750 Max Moment Sxx Req'd Allosvi_e`b @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,076.25 psi @ Right Support 0.00 k-ft 0.00 In3 1,075.25 psl Shear Analysts @ 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 r cn � � Cl) `O � ° m a ' Dco� � N m (o °. � o (7 � ZJcp .0 7 9 fny '� ID s 3 ro o m N m o = w n �° ff . w p- o. g o f mo x Z n -2. ;: �. ai a 0 o r a 0 .' M, Q x ro =. 3 C D�TrII 3 ro a g c co a Q s y o m a °' .0 2 s ? 'n �'j r�.. c°D N roAm m`� aCa� ro o P. 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REED & ASSOCIATES, PS Civil&Structural Engineering 8311 212th St.SW,Edmonds,WA 98026 ' Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2009 EDITION,OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS ROOF: DEAD=15 PSF FLOOR: DEAD= 10 PSF WALL: DEAD= 10 PSF SNOW=25 PSF LIVE=25 PSF LIVE=40 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE Pc=2600 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP 1S 4". SEGREGATION OF MATERIALS TO BE PREVENTED, REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR;DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x_AND GREATER): DF-L#2 JOISTS/STUDS(2)U: 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 (240c)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, Ir= 1.0 Ss= 1.25 Site Class, D S1 =0.40 SEISMIC DESIGN CAT., D Sos= 0.83 SETS. FORCE RES. SYS,A.13. SDI =0.43 DESIGN BASE SHEAR= 10613 ibs Cs=0.13 SIMPLIFIED METHOD R=6.5 ti � :� M: � Y SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF FRAMING PER PLAN 2x LEDGER (❑R ROOF TRUSS) W/ (2)-16d EA, STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN S�iEARWALL 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 A TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINU❑US (3)-16d EA, STUD SOLID BLK'G W/ Lil (3)-16d EA, STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 1 LOW ROOF SHEAR TRANSFER, TYPICAL SCALEi NTS SECTI❑N VIEW -' I I BOUNDARY NAILS PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE TOP PLATE 16d PER SW SCHEDULE CONNECTION BASE PLATE CNN. 16d PER SW _ SCHEDULE BASE PLATE CONN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN ROOF DIAPHRAGM TO INTERIOR SHEARWALL SCALE= NTS SECTION VIEW i SW, PER SCHED, 16d BASE PLATE 80l PER SW, SCHED, NAILING PER SW. SCHED, EDGE NAILING F-LR, SHEATHING (3)-10d @ JOIST PER PLAN & DIAPHRAGM 2x JOIST —DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12"❑,C, STAG'D @ 24"O,C, NOTE, F❑R FLO❑R DIAPHRAGM NAILING SEE STRUCTURAL N❑TES r3--'s\ SHEARWALL PARALLEL W/FLOOR JOIST SCALE: NTS SECTION VIEW SW, PER SCHED,--N-- 16d BASE PLATE 8d PER SW, SCHED, NAILING PER SW. SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLANA INTO JOIST L2x JOIST SOLID BLK'G PER PLAN @ SHEARWALL N11TEi FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 4 SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW _ � �1 I FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G EDGE NAILING @ SHEAR WALL @ 24"O,C, (3)-10d @ JOIST & DIAPHRAGM ' 1 A35 PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 2x JOIST PER PLAN SHEARWALL PER PLAN NOTEi FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES S SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW -, _ ,. I .� R-10 INS.@ THERMAL SREAr, 2X�TUD5 18"O!G (HEATED AREAS ONLY) 4"GONG.SLAB IM COMPACT FILLISAND ', *X10"A.13. PER PLAN EMBED T' w!3"x5"x1/4"5QR.1/9A5HER5 } b"MIN (1)#4 5AR, GONT.5"FROM TOP #4 BAR HOOKED VERr. - � I , {—�I�! 4�,I' ;o d3 @ 46"a•G. ALIGN wl FTG ;III^i i (1)#4 BAR CONT. I!I �-12"" TYP, 6" FDN Y�lITH SL.�B TO EXT R-21 MUL. 2X6 5 TUDS 16"OIC 1/2'CW45 FLOOR SHEATHING 4"CONC. SLAB GLUED& NAILED JFL 5HFATi FLOOR _LUEO& NAIL- COMPACT JST. PER PLAN FILLJL-A,Nl) I F %ox'x10'A.E3. ,--ER PLAN R-50 EMBED 7"ud5'5(Vxll4' a, INSULATION I SOR.WASHERS (1)#4 BAR,604T.HORIZ MIL VAPOR 5"FROM TOP OF WALL i�IIBARRIER #4 BAR HOOKED VERT.@ 45"0. (1)#4 5AR4"ONT. R-21 INSUL. 112"GWB FLOOR SHEATHING 2*5TU05 16"OIG GLUED & NAILED 7/16"OSB SHEAR JOIST PER PLAN SIDING PER ELY.—� 'X10'A.S. PER PAN R-3D EMBED l"w/3"x3"x1/4" 50R. Mk--HERS INSULATION FINAL GRADE Y. (1)#4 BAR,GONT.FIORIZ. I°-.�- S FROM TOP OF WAIL 1 —�I f " b MIL VAPOR ##4 BAK HOOKED VERT.@ 48 0.61 I „ .- � " EARRUER (1)#4 BAR CONT. = II 1 I1 1 JOISTS FER PLAN BLOCKING A5 REO. FLOOR 5HEATHING R-30 INSUL.—� GLUED g, NAILED$d R.S. IX4 GUSSETS ud BEAM PER PLAN (4)$d EA.END or 2X4 GU5S, T5 W (4) 10d EA.END. 4X414X6 HF2 STAGGER NAILS OSPLICE �v LMA 4Z 9C#ROOFING or A35 urEPS4Z (2)#4 BAR CONT. 6 MIL VAPOR BARRIER (" Cj TYP. STRIP FOOTING Sit—t OPEN BELOS� � y` W.I.G. 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