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HomeMy WebLinkAbout17700 82ND DR NE_BLD20110017_2026 ?�A BUILDING INSPECTION REPORT Gtx Y ��f Permit No. 1 Z.— Q j -7 (,6f Address: ) -)"700 A Z� by- 9��tNc,�O Contractor: E,8c ore. Owner: co r-c, Date: -/ -17— APPROVAL 0 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 Inspector: Date: ® Under-floor ® Framing ® Gas Piping ® Footing Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation 5 Other: .r i •i e ar .�:. r •k �'fti::dl^' r BUILDING INSPECTION REPORT G� 'Y �,^ Permit No. 12--' 001 � ( �f Address: -7 UU S Z."d by �(y, Contractor: EnGb�- ��i r nr G`t0 Owner: L(�co c,,-- Date: 4-ff-1 Z 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 Inspector: Date: 'f _ ® 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: 'AtIrl lit !.. ,4kj 7 1 • 1 R ti BUILDING INSPECTION REPORT Gy C Y 04 Permit No. l 2-- 00 Address: 17 7 00 9. r"4 Dr o-3(0 yp Contractor: ENGoP,E �1NGt Owner: EN Go 1-E Date: ® APPROVAL ® PARTIAL APPROVAL VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360435-0674 FOR RE-INSPECTION by 5:00 pm the day before vsz� Inspector: Date: o i� ® Under-floor Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork Mechanical ®Grid ® Struct. Slab ® Wood Stove Rough-in ® Final ® Masonry ® Drainage ® Insulation 0 Other: +; -t/ 1. .y- r r • .4'�'�`�- ',� ''�.1�,�� � .- ••_.. �,... ems',,.'� •, • ju for 3 6 /1�1( BUILDING INSPECTION REPORT G11 Y o, Permit No. 12 -A�Z7 Address: 177Qd X2U D4 o Contractor: lrrvciC - Owner: "iv�/2� Date: _2, ' 1Z 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: ® Under-floor ® Framing ® Gas Piping ® Footing ®Drywall, nailing ® Consultation Foundation ®Shear Nailing ® Groundwork IB Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: ♦',N11 7 . t'L JM t i 12.�,•t-I (- i •.f' �.•�'�/'t._• .+�J... s t1 �i�.j�.'�` � 'rZtfl,l.et�- .C,:^r•'ly: �' Fi'.. •r, BUILDING INSPECTION REPORT GibY �� Permit No.&2-n-20 1.2 bb f 7 Address: Q�2 A L ''.� I Contractor: - Encoye� l If Owner: c0 r� Dater 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 In the day before Inspector: Date: i7 s-- ® Under-floor ® Framing ® Gas Piping -.t�s-i'ooting ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: t �r f101�F.�lJtf:i �! tl�. BUILDING INSPECTION REPORT Gt�Y o� Permit No. I b 11 Address: Contractor: Ct N G`t�� Owner: Date: ` l'�•r ®APPROVAL PARTIAL APPROVAL VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: y ® Under-floor ® Framing ® Gas Piping Apooting ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: 1• -i is ��-' ''I:Yr,i Duct 'sting Calculator (New Cop,iruction) House address or lot #: I?7cX> -L4B D - LiNGToicl Conditioned Floor Area: �2 — - Duct tester location. FONT ��6/4-- Pressure tap location Ring (if applica le): opet L%-- - - -,— -- - - --At Rough-in (Total Leakage) Test Method & Test Calculated Standard' CFM211 arget Air Handler Present <_6 CFM,S per 100 sf of CFA 0r' Air Handler not Present <_4 CFMLS per 100 sf of CFA - 04 x Cra `- =nn . Post Construction Test Method & Tesi Calculated Standard CFM Target Air Handler Present (Total Leakage) r 5 8 CFM,5 per 100 sf of CFA -` Air Handler Present (Leakage to Exteno ) t I 06 X <_6 CFM25 per 100 sf of CFA 1. Test results must comply with one of the Standards options 2. Test CFM25 must be equal to or less than the calculated target Air Leakage testing Calculator (Blower Door Test) Standard Tested Calculated Test Result. CFMSC, ((Zl CFM50 X 0 055 ^ X !44)) = SLA 0.00030 SLA - L div,ded by SLA . 000 26 Glossary Rough-In: After installation of the complete a r distr;buhon cy;tem bot oetore mst.;1 L On 01,n;uid',10r•, i!_1d ,heel ^.mows for access to all duct seams and connections for r -evaivat;on of -Pi! ;ntegnty ,t �tanda,d r not ;n,,t ,r. nt,t•a tr„ Post Construction: At or near final inspection The home must be complete eno.,gn to prO LJu 1r11 ;nr i,nrr.r• tc is c... Total Leakage: Aggregation of the entire systems duct ieakagt, ,r, a duct :e<r Leakageto Exterior: Aggregation of all ducts stem leaks to in,, r­xte!:o; :-)i u,e C c A or;c; t,­-, CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascals of pr „rr CFM50: Cubic feet per minute of air leakage at 5,� pax+;, of p,,*,-..,r,• Pascal(pa): Unit of pressure SLA: Specific leakage area Property Address:I77M 132N> DR A)E J4,9/.- Conditioned Floor Area `3 p 7 2 Date S' //( Builder or registered design professional Signdure: R-Ydnvs CeWng: Vaulted R- Floors Over unconditioned space R- Attic R- Slab on grade floor R- Walls: Above grade lt- Dom s R- Below,int. R- R- Below,ext R- R- E'-FactorrandSHGC INFRC rating(or) Windows U- SHGC- Defanitwting(chsptelowsFc2.ao9) Skylights U- SHGC- Ompter 9 Opdon(sj Total Chpt.9 Crrdlts Hea ft CooMM d Dommtl r Hot Water system Type Ellldency Heating Cooling DHW puU d BuBding:lfr f.ruku{e All ducts&HVAC in conditioned space (yes/no) Insulation R- Test Method: _Total leakage _Leakage to exterior Air handler present Test Target CFM@25Pa Test Result CFM@25Pa Building air leakage target:SLA<0.00030-Tested leakage:SLA= tLrZ(j On.We Renewable F:neM,ElectrtrNiverS.vre)n System type: Rated annual generation Kwh o m � � u �O O N CA Q � N ►� o O � C-i U ® � � � w ,.� O N O �j o W z O Q �-a ~ o z � Q w W o O ,.a W Un o Z Q � zu o z O p 1-4 p r1. N � zu x o� W P 1 o M z N o D� � z 00 N (� O O U z 00 xN 0 0 H z W °O E- CITY OF ARLINGTON 238 N. OLYMPIC AVE. -ARLINGTON, WA. 98223 ` PHONE: (360)403-3421 BUILDING PERMIT Address: 17700 82ND DR NE,ARLINGTON Perrnit#•BI,D20I20017 Parcel#:01047900003600 Valuation:$346,000.00 OWNER APPLICANT CONTRACTOR 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@encorehomesine.com Lie#:ENCORHI914NS Exp:8/10/2013 PLUMBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING ENCORE HOMES 5917 195TH ST NE 3 KEITH HOYER ARLINGTON,WA 98223 1801 GROVE ST UNIT B MARYSVILLE,WA 98223 Lie#:SOUNDVP033NF Exp:6/13/2013 Lie#:ENCOREH1914NS Exp:8/10/2013 JOB DESCRIPTION �� u Single Family Residence PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 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.IBCI 10/IRCI 10. 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 ofAdi Step#3101, i4 � Hv ,- J//7/ Signature Print Name Keleased By Ddte ARCHIVE = APPLICANT Q ASSESSOR Q OTHER BLD20120017 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. • WSEC credit obtained using the component performance approach and high efficiency water heater. Duct testing is required. • Eaves cannot extend within 24-inches of the side yard(5 feet)setback. If so,no eaves vents are permitted. • Replace the brass fitting on the tail piece. • A 15'building setback from the CAPE is required on this lot. PERMIT FEES Date Description Fee Amount Paid Balance Due 1/19/2012 Plumbing Permit Fee $217.00 $0.00 $217.00 1/19/2012 Mechanical Permit Fee $110.00 $0.00 $110.00 1/19/2012 Building Permit Fee(QTY: 1) $3,038.88 $0.00 $3,038.88 1/19/2012 Building Plan Check Fee(QTY: 1) $1,975.27 $0.00 $1,975.27 1/19/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $5,345.65 $0.00 $5,345.65 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. None BLD20120017 (PT-LIVE) - PertnitTrax by Bitco Software �—) Page 1 of 1 5 LPA BUILDING PERMIT PERMIT#: BLD20120017 OWNER: ENCORE HOMES- HOYER, KEITH STATUS: APPLIED d ADDRESS: 17700 82ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/13/2012 SCREENS: Select Screen... Q FUNCTIONS:F§�elect Permit Function... • SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY IREVIE... DESCRIPTION iASSIGNE... DUE DATE LAST (#) IREQ?[DO...I ASSIGN I REMOVE 2000 C-Building I CYOUNG 1/20/2012� 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/20/2012 0 Y N Assign Remove t ae- http://coaweb2.arlington.local/PermitTrax/Module_Permits/Permits_Permit/Permit Revie... 1/13/2012 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 Community Development Single Family Residence Building Permit Supplemental Checklist 1. Plat name, if applicable. 2. Vicinity map. 3. Zoning of property. 4. Front, rear, and side yard setbacks. 5. Garage setbacks. NOTE: All residential driveways taking access from a public road (not including alleys) shall be a minimum of 22 feet in length. 6. Building height. 7. A break down of lot coverage by building. 8. All critical areas, if applicable, with designated setbacks and buffers. 9. Two (2) shade trees per lot are required for Residential Low/Moderate Density, Residential Moderate Density, and Old Town zoning. (20.76.124) a.) If street trees are present, or are required to be installed as part of the building permit, said street trees may count toward one of the trees required. b.) At least one of the required trees shall be planted near the rear property line of the lot. c.) Non street trees shall be native species, have a minimum 2 inch diameter breast height, and attain a minimum height of 25 feet at maturity. 10 ' RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3551 • FAX(360)403 3418 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE, FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: ED Residential Addition ED Residential Alteration Also Including: ED Plumbing 0 Mechanical Project Address: o l®o ��� �I' �J l� Parcel ID#: 01047900003(- 00 Lot#: 3 le Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation: Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.units City: Marysville State: WA Zip Code: 98270 Contact Person:Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: 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 11 Zip Code: 988223 Contractor's License Number: SoundVP033NF Expiration: 10— Mechanical Contractor: Phone Number: Address: City. State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property v begin accordance with the laws, rules and regulation of the State of Washington. 7 9/26/11 Apoicants Signature Date Keith Hoyer Print Applicants Name RECEIVED FOR STAFF USE ONLY 'JAN 13 2012 UWD)nbl1 _11112� C II�R Permit# Accepted By Amount Received Receipt# ' 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) 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 Units 35 Traps(other than above items) Column Totals 16 Estimated Project Valuation Building Square Footage 2094 Is' Floor 1437 2Id Floor 1635 3`d Floor Basement Deck Garage 785 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture: 12' feet above meter or feet below meter. D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be accordance with the laws,rules and regulation of the State of Washington. \\t 9/26/11 pplican Signature Date 8 _ - 4 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington a 238 N Olympic Ave. a Arlington,WA 98223 a Phone(360)403 3551 a FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: p Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies(WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where,in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: a New Residential ®Addition/Alteration Project Description:New Single Family Residence Project Address: I l l O® S12°.�'*9 4h Parcel lD#: 0104790000_i f. 00 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA Zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 -E-mail: keith@encorehomesinc.com same as owner Address: City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool ❑ Other Authorized Signature: Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: ❑ DCVA ❑ RPBA AVB Other RECEIVED Inspection Required: YES ❑ NO ►JAN 13 2012 MA PERMIT CENTER I l L oT 16 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 Fy Two (2) sets of construction drawings Two (2) sets of engineered drawings and calculations (If required) Health Department approval of septic system Verification of Water and Sewer Availability from City of Marysville (if applicable) APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 1 i RESIDENTIAL PERMIT % SUBMITTAL Wa. Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 •FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) 8. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24•, or maximum 30•X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. F✓ SITE PLAN —REQUIRED WITH ALL SUBMITTALS 1 Two (2) complete sets of plans on 8.5" X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. ❑✓ FOUNDATION PLAN (Minimum '/4" Scale) 1. Show north direction 2. Indicate front street (and side street if comer lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 1o. Retaining walls. 11. Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note! Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. ✓❑ FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 w 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. M ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum Y4" 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 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. e. Locate all hold down straps on the drawings. F. ✓0 STRUCTURAL CALCULATIONS t. 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. 1 acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a mplete submittal. n Signature: Date: 9/26/11 Owner/ wner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 i I I� - BLD20120020 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120020 OWNER: ENCORE HOMES- HOYER, KEITH STATUS: APPLIED ADDRESS: 17700 82ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 1/17/2012 SCREENS: Select Screen... FLINCTIONS:1 Select Permit Function... MECHANICAL/SOLAR REVIEWS PRINT ADD NEW SUMMARY IREVIE... DESCRIPTION 1ASSIGNE... DUE DATE LAST (#) IREQ?jDO... ASSIGN I REMOVE 2000 C-Building I CYOUNG 1/20/2012 0 Y ! N Assign Remove 2008 C-Community Development I ARUSKO 1/20/2012 0 Y N Assign ' Remove ,ct 4� http://coaweb2.arlington.local/PermitTrax/Module_Permits/Permits Permit/Permit Revie... 1/17/2012 r• •• RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington•238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS, TWO(2) SETS OF SPECIFICATION SHEETS AND TWO(2) SETS OF WASHINGTON STATE ENERGY CODE(if applicable). Project Valuation: Project Address: 1_71 CO �' �r N L Parcel ID#: 0104790000X/-"00 Lot#: Subdivision: Magnolia Meadows Project Description: New Single Family Residence Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.Unit a 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@encorshomesinc.com Address: same as owner City: State: Zip Code: Please List quantity of fixtures below: FURNACE UP TO 100K BTU r CLOTHES DRYER 3 GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE SUSPENDED HTR/UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR SOLID-FUEL APPLIANCE BOILER UP TO 4-15 HP AIR HANDLING UP TO 10K CFM FIREPLACE INSERT BOILER UP TO 16-M HP AIR HANDLING OVER 10K CFM VENTILATION SYSTEM HEAT PUMP VENTILATION FANS OTHER i 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: JF/V 60lg7y-1 cl l q,y S Expiration: 8/13 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property willaccordance with the laws, rules and regulation of the State of Washington. 9/26/11 Ap licants Signature Date Keith Hoyer Print Applicants Name RECEIVED FOR STAFF USE ONLY �i COMM CENTS Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY y I .J 1 - i � i�. r . L i RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington- 238 N Olympic Ave. -Arlington,WA 98223- Phone(360)403 3551 - FAX(360)403 3418 Use this checklist to ensure that all necessary information is provided for review of your project. Please be advised that the 2009 WA State Energy Code is now the current code used to review your submittal. Requirements for Submittal (Complete for Change-out Only * ): ❑✓ Completed residential mechanical permit application* ❑✓ Mechanical Appliance cut sheets* 0✓ Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx Q 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. V I Tri County Heating and 1/16/2012 Air.com Todd Anderson 3319 176t' PL NE Tri County Heating and Air.com Arlington, WA 98223 3319 176" PL NE Arlington, WA 98223 425-293-7189 360-386-8346 Keith Foyer tricountyheat@grnail.com Enclosure: See Attached gas line drawing Keith, Here is the gas line drawing for lot 36 Magnolia hopefully all is included. Gas line from street to house is supplied by Cascade Natural Gas which includes meter. The following appliance BTU's are. Coleman 80% efficient 60,000 BTU 40 Gal gas water heater 40,000 BTU Direct Vent Gas Fireplace 28,000 BTU Gas Range 35,000 BTU Total BTU load 163,000 BTU Todd Anderson Certified Comfort Specialist Tri County Heating and Air.com RECEIVED JAN 17 2012 COA PERMIT CENTER bw 7`Ul c� W 1 I a -\..................... �Xx I.RX-HR "M fiklf!3iJh�� ? .� 4.9 emVli 6� ;11 , H i-11 491 rgpgV2 2 HIM! 1 101 IV 14 4. 11 H lit I It JOS r.1 :FLA LU Af st An 30� ri I I fr ................ VMS [-Ms C-j Ing cc CQ ZON20120010 (PT-LIVE) - Pere-qitTrax by Bitco Software Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120010 OWNER: ENCORE HOMES- HOYER, KEITH STATUS: APPLIED ADDRESS: 17700 82ND DR NE,ARLINGTON BALANCE: $0.00 ' ISSUED: CREATED: 1/13/2012 SCREENS:FSe,lect Screen... L�J FUNCTIONS: Select Permit Function... ................. ......_ _._.,._.,........_..... GENERAL- BLD REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE i ATE LAST ( ) IREQ?�DO... ASSIGN REMOVE 1002 P-Engineering I LPETER— 1/18/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 1/18/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/18/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 1/18/2012 0 Y N Assign Remove 1028 P-Water EANDER... 1/18/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/18/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/18/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 1/18/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 1/18/2012 0 Y N Assign Remove 2014 C-Planning I THALL 1/18/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Revie... 1/13/2012 .� :: I RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223•Phone(360)403 3551 • FAX(360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: 9/26/11 Address: 1801 Grove St.Unit 13 Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes, Inc. tr Signature: Krification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360659-1579 (C) (425)220-5223 1. Please check one: ✓a a. Single-family dwelling [a b. Duplex ✓❑ c.Addition ✓❑d.Accessory structure 2. Proposed Dimensions: W) L) H) <35' Total SF) 3. Allowed Lot Coverage: Total Lot Size SF x 35% SF 4. Actual Lot Coverage: (SF of all structures) 9- 12 - 1 (lot size) _ 33.5' % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12" diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New Single Family Residence OFFICIAL USE ONLY PROPERTY ZONED APPROVED F-71 DENIED DATE I,IAN 13 201 INT COA PERMIT CENTER ZON) �'Le 1-d-bol o Site Information: \} 17700 82nd Dr. N.E. Impervious. jurface: Arlington, WA House w/O.H.: Sq. Ft. Parcel #:01047900003600 Driveway/Walkway: Sq. Ft. Unit Size: 7,200 SY Total: Sq. Ft. Legal: Magnolia Meadows, Div1, Phase 2 Lot 36 Notes: Job #: Plan: 1. Downspouts to plat system 2. Stockpile to be covered within 24 hours. RECEIVE® 3. Entire site to be disturbed 'JAN 13 2012 4. Silt Fence as needed 5. Denuded soils to be straw covered. COA PERMIT CENTER 6. Armored Construction Entrance. N I oo1-I 7. Parking pad concrete /driveway gravel Setback Notes: o ft. 12 ft. 20 ft. ao ft. Front Setback 20' = 1 Driveway length 22' Side / Rear Setback 5' Ht. 35' No Overhangs in Easement Areas LOT36 Rebar Set 1' from actual Corner U.N.O Ak-, (true corner closer to road) 77200 SQ. FT. a lea G 120.001 CD 3,8„ co rn _c i O 02 .� CU01 W O � N `�' C� aavo Z O M o rn O � a ' c N 00 I� 10' � ,Z5 � PDE � 120.001 Encore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer REED & ASSOCIATES, PS Civil & Structural Engineering 8311-212th St SW Edmonds, WA 98026 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR: Encore Homes Inc Plan 3072 by Robert Petermeyer 4<0000, Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County 2009 IBC NOT VALID WITHOUT A WET JOB # 11-162 SIGNATURE Date Eng # Desc. 5/10/2011 Qing 2 Original Calculation paLL 1 0 z • L E EXPIRES 5-27-/2 WENDELL E. REED, PE;ECE' RECEIVED IJAN 13 201Z 7 2011 COA PERMIT CENTER ER CENTER qouo Ala- oo n �11 o a- Lateral Analysis IBC 2009 R&A Job*: 11-162 Description; Plan 3072 Engineer. Qing Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria r304] Roof Walls Floors Snow Partitions Live Load (pso 25 40 25 Dead Load(psi 15 10 10 0 10 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph F 1609[320] 2. Wind Importance Factor lw 1.00 ASCE 7 T 6-1(77] 3. Wind Exposure Category "B" 1609.4[325] 4. Internal Pressure Coefficient +I-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 (305] 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 S, 0.4 F1613.5(2)[350] 3. Site Class D T1613.5.2[3411 4. Spectral response coefficient SDs 0.83 EQ 16-36/38[340-2] 4. Spectral response coefficient SDI 0.43 EQ 16-371391340-2] 5. Seismic Design Category D T1613.5.6(1)and(2)[343J 6. Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] 7. Design Base Shear 10613 lbs 8. Seismic Response Coefficient Ce 0.13 ASCE 7 EQ 12.8-2[129J 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-1[120) 10. Analysis Procedure used Simplified ASCE 7 12.14[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) [BC 2009 L Simplified Wind Load Method ASCE 7 6.4[23) Basic Wind Speed 85 mph 1609.3[319), F1609[320] Wind Exposure Category B 1609.4[325] Wind Importance Factor 1.00 ASCE 7 T 1-1[31&T 6-1[77) Height&Exposure Adjustment X= 1.00 ASCE 7 F 6-2[40] Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26), F 6-4[45) Wind Pressures ASCE 7 6.4.2.1 f24 pa=X K41 PS30 ASCE 7 EQ 6-1[24) Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1[24) zones A, B,C, & D all equal 10 psf,while zones E, F, G, & H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.6 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2[22] Zone Pressures. (1\)(I )(ps3o)ASCE 7 F 6-2[36) 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EOH GOH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9,58 -8.57 2 4.04 2.75 3.19 2.19 -0.08 -4.45 0.87 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2(37] End zone distance, 2a,where"a"equals the smaller of 10 percent of least horizontal dimension (l.h.d.)or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D F x- Z (p sx'x). x= A Diaphragm (x= 2) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a(ft)= 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 F,,,,= 7390 Diaphragm (x= 1) Front to Rear Side to Side I.h.d. (ft)= 45 A B C D A B C D a(ft)= 4.5 Areas 162 0 243 0 182 46 306 0 2a (ft)= 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 1� iji 1 Seismic Design IBC 2009 `Site Clasification, Criteria Selection & Minimum Design Lateral Force_ Occupancy Category 11 ASCE 7T 1-1[3] Seismic Importance Factor le 1.00 ASCE 7 T 11.5-1 j116J Seismic Design Category D T16f3.5.6(1)and(2)[343] Site Class D T1613.5.2 j341) Short Period Acceleration Ss 1.25 F1613.5(1)j348J 1-Second Acceleration S, 0.4 F1613.5(2)[350] Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] Response Modification Factor R 6.5 ASCE 7 T 12.2-1 j120J Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)j341J Site Coeffiecient, Fv 1.6 T1613.5.3(2)j341J Substitute equations 16-36& 16-37 into 16-38& 16-39 respectively, 2 S DS w 3•F a'S S Sps= 0.83 EQ 16-3W8[340-2] 2 S D 1 -3•F v•S 1 SD1 = 0.43 EQ 16-37139[340-2) Simplified analysis Seismic base shear ASCE 7 12 14 8 f1411 V= (F Sos/R)W Where. F=1.1 for(2)-story A SCE 7EQ 12.14-11 j141] Vertical Distribution Forces at each level ASCE 7 12 14 8(141) Fx=(wx/W)V Fx= 0.141 X% ASCE 7 EQ 12.14-12 j1411 Effective seismic weight& Forces Ibs at Level x Diaphragm (x=2) roof area(ft) floor area M story height(ft) wall length(ft) w 2368 0 8.1 171 x Fx- 6986 weight(lbs) 35520 0 6926 42446 Diaphragm(x=1) roof area(ft) floor area(R) story height(ft) wall length(ft) 474 1719 8.1 182 wx Fx= 5443 weight(ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 1 I Allowable Stress Design Loads For Wood !BC 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[3091 For worse case effect with wind load, L&S shall be zero. 1605.1[308] Equations 16-17, 16-18, & 16-19 become, D +0)W Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2[309] D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.1[308] Equation 16-21 controls, 0.9 D+ E/1.4 ,substitute ASCE 7 EQ 12.4-1 for E (pQE — 0.2 SDS D) 0.9 D + ,1.4 simplify&arrange variables (0.9 -0.14SIDS) 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(lbs x=2 6819 9607 x= 1 6199 6682 Seismic Design Loads,(p11.4) F, p— 1.3 ASCE 7 12.3.4.2[1261 Diaphragm Force(lbs) x=2 5558 x= 1 5054 Version 7.0 Pg 31 i Allowable Stress Design Loads For Wood - cont Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•11 - ? D W + P. for wind 3 2 W) (v•w)•h - (0.9 -0.14 S DS) D-2 + P•w for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D rx� n Sum MOMOM f--AM COO w Version 7.0 Pg 3.2 Ii � I Level o� Segment Tributary loads Wind Seismic Wall Line (x) �o'� O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Ss max 1 z F-R Wind Sells VD(x+1)[Ibs] 50%t � 4.' D�o:k 7.50 $.1 2 2 77 -139 VD(x)[Ibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)[Ibs] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2305 max 67 TMAx(x)[Ibs] 208 12 2 2 F-R Wind Sells VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)pbs] 3 2 F-R Wind Sells VD(x+1)[Ibs] :;L50°ta"-A 5OO 5.80 8.1 2 2 305 68 VD(x)[Ibs] 3409.41 2779.17 3.80 8.1 2 2 379 165 88 VT(x)[Ibs] 3409.41 2779.17 24.00 8.1 2 2 -372 -720 L 33.60 33.60 •� V 101 83 IBC 2305 max 88 TMAx(x)[Ibs] 379 155 4 2 F-R Wind Seis VD(x+7)[Ibs] VD(x)[Ibs] VT(x)[Ibsj L V IBC 2305 max FF TMAx(X)Jibs] Version 7.0 Pg 4.1 :7 "' I Level oc �VVld�thHeight Segment Tributary loads Wind Seismic Wall Line (x) EG�� O�� wr wra wf wfa T(x) T(x+1) T(x) T(x+1) is me 1 ax 1 F-R Wind Seis VD(x+1)[Ibs] 3409.41 2779.17 % 26% 20%: 7.50 8.1 869 208 338 12 VD(x)[Ibs] 1611.83 1010.86 7.00 8.1 882 208 354 12 VT(x)[Ibs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 fir( V 134 101 IBC 2305 max TMAX(x)[Ibs] 882 354 2 1 F-R Wind Sells VD(x+1)[Ibs] 50%< 50%'''' 7.50 8.1 1 1 89 -94 VD(x)[Ibs) 3099.67 2527.15 13.00 8.1 1 1 179 -289 VT(x)[Ibs] 3099.67 2527.15 24.00 B.1 1 1 -414 -679 L 44.50 44.50 V 70 57 [BC 2305 max TMAX(x)[Ibs] 89 3 1 F-R Wind Sells VD(x+1)[Ibs]- 3409.41 2779.17 % F24""%, , E4"30°/n 48.00 B.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)[Ibs] 4897.25 4296.46 L 48.00 48.00 V 102 89 IBC 2306 max TMAx(x)[Ibs] 4 1 F-R Wind Sells VD(x+1)[Ibs] VD(x)[Ibsj VT(x)[Ibs] L v IBC 2305 max TMAx(x)[Ibs] Version 7.0 Pg 4.2 � u� Wall Line Level oc Segment Tributary loads Wind Seismic (x) �c'�` O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S Wind Sells VD(x+1)jibs] 4.50 8.1 2 2 245 -133 22%0 'i 4.50 8.1 2 2 245 -133 VD(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 VT(x)[Ibs] 2113.54 1222.83 3. 00 8.1 2 2 301 -68 69 L 24.00 24.00 3.00 8.1 2 2 301 -68 69 V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 3.00 8.1 2 2 301 -68 69 TMAx(x)(Ibs] 301 B 2 S-S Wind Sells VD(x+1)[Ibs] 7.80 8.1 2 2 861 152 �i. 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 �Ur V 179 104 IBC 2305 max TMAX(x)[Ibs] 861 152 C 2 S-S Wind Sels VD(x+1)[Ibs] % -8%�!2 7.00 8.1 2 2 103 -269 VD(x)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[IbsI 2689.96 1556.34 12.80 8.1 2 2 -113 -520 L 32.80 32.80 6.00 8.1 2 2 140 -226 V 82 47 IBC 2306 max TMAX(x)[Ibs] 140 D 2 S-S Wind Sells VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[Ibs] Version TO Page5.1 S -'� 1 Level oc Segment Tributary loads Wind Seismic x Wall Line ( ) ��`� Seis O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max A S-S Wind Sells F- VD(x+l)pbs] 2113.54 1222.83 2 %x:j 4.00 8.1 6 1 1604 301 846 169 VD(x)pbs] 1536.86 1617.38 4.00 8.1 6 1 1604 301 846 169 VT(x)(Ibs] 3650.4 2840.21 3.00 8.1 6 1 1651 301 901 226 L 17.00 17.00 3.00 8.1 2 2 1627 301 873 226 V 215 167 3.00 8.1 2 2 1627 301 873 226 IBC 2306 max 226 'r- TMAx(x)pbs] 1651 901 B 1 S-S Wind Sels VD(x+1)As] 4803.5 2779.17 10.00 8.1 1 1 3527 86.1 1606 152 VD(x)[Ibs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[Ibs] 8144.5 5306.32 _ L 20.50 20.50 5 W-2 V 397 259 IBC 2305 max -r^2. Tu-x(x)pbs] 3527 1606 C I 1 I S-S Wind Sells V1)(x+1)[bs] 2689.96 1556:34 % -27%' ! E'18% 7.00 8.1 1247 140 355 VD(x)(Ibs] 1804.14 909.775 7.00 8.1 1247 140 355 VT(x)[Ibs] 4494.1 2466.11 3.50 8.1 1 1 1303 140 421 119 L 24.00 24.00. 6.50 8.1 1 1 1212 140 314 V 187 103 IBC 2306 max 119 TmAx(x)[bs] 1303 421 D 1 SS Wind Seis V1)(x+1)psi VD(x)Ilbs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)pbs] Version 7.0 Page5.2 i Shear wall Summary Sheetin Re m'ts Shear Transfer Overturnin Values Wind Sels Max Wind Seismic Wind Seismic 1 -2nd 58 67 1 1 81 66 2-2nd 3-2nd 72 88 1 1 101 83 4-2nd A-2nd 63 69 1 1 88 51 B-2nd 128 104 1 1 2 179 104 C-2nd 59 47 1 E 1 82 47 D-2nd 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 I 6 397 259 3527 1606 C -1st 134 119 1 2 187 103 1303 D-1st I SW-1 SW-2 SW-3 SW-4 SW-5 SW-6 Sheathing (PIO Shear Flow ;226' a? 397 i r4l2q '`� `�±��� ,�i�z:� � "': (PIO Shear Transfer Connectors - CD = 1.6, Hem-Fir Connector z(Ibs) 16d Nails 195.2 Ibs 2005NDS TI M[971 10.4 5.9 0.0 0.0 0,0 0.0 16d Slant Nails (v<150plf) 162 Ibs 2005NDS T11N[97] 8.6 4.9 0.0 0.0 .0.0 0.b 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-20091156] 22.0 12.5 0.0 0.0 0.0 0.0 Simpson DTC Clip 125 Ibs Simpson C-2009[1361 6.6 3.8 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T11E[85] 50.1 1 28.5 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS 711E(85] 73.1 41,6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T11E j85] 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 i I 3P 8 VVYr jt� .,.0L .,Jy ID)SNlgfzL I 1 fl�SiLc1� a..,�r4D5_ Va.4-0 = 15 Psr- pSr- C9*O 0 PSF- �4oP3r r rc c Ir `Ir- 01 L s [Z' Gl2Xu u? G r L-J CV `' IGma F c: c to�io' 40-a�c7 ISO-Po Cif 1, ►'Z�m �' 1 S 2s PWn �-D !so5-r33' r.; x' IS 25 P'G Larb ® 1Zl5 Za25 ds.MIS 11i (, Q 1020 19Do pe 33' 7. L 1°evol: Z4j 3Lo bD o Ft.�u L= A! /2De►� 242 3(DD �DC3 U PPS Ft.ra�ve. �Ivn i 1-1G WALL rLoavZ 70 25c F-L"L_ 9). Lz tell WALL. 4' 4o — F4n.A- 60 2417 eo=p11' 500 11'41q, UCLA-t L 1fLOart LO 14-0 � 72e 12" Q 9%1.' 4rS' I f I 1 1 :jj� '� I 1 1 2 9.45 6 r n: c._ ® L r [COOP 240 Furc.� CU C J IU * cv r FLc04 r Law 9&)Dlr- 2' t z5 G •.� L;ar,5 c 12coF 7,5 Irz,S �89.5 rz,,7' r 5' T5 r 25 Z,-7'4 ra 7=►21+S' Low eat- 3' Ate' 7 S P,T LOA-D r2r5 2025 r,2[ 4R,7' Ro r5D P 1Z-F'$.1 ,-r' 5 8 r'T, ►' I�i+�r r. L�i6�� [ L=l'I' t2on� 3' Aa 75- 0. L= L-` [2ooF 2' 3o So Fc u Fi r9,»�L 5 r 65 26 c L 3r ebo'F tkAu- r4XOW- '►' 70 Zgo awl.. ►2� s-' !5 75 I I I i 7,1 5' 0 c dr L= ►O' w to' lQD s�aow�. UVALt_.. PLC",VZ 24o F AA I- 1/�ld-LL 1✓LoJI/L (Qr two 400 Nt�4r"ati '�a2 ?8 ill , L c I Z.S i f 1 I � I I �o r..ta,�•D.h -T1'la ti...l � ��G-r r�1: VV#e= CIS +aS) ioSF: x 24' = 96to PL"F IKA•LL. Z,_oAr). } IK/w = 1 O ps F x !!l.I' + 1 1.6z 1L'F �c r �- C ' c StrL�Jyf 1.�IA _ L-oAD= 1"� C IiVc = Ar Pc'F x r S/a)'x L f 4/1 2)'= 1 zq PC/F ur i 14-5 PG1=x C. i)�x L � z)'=12q pL/I: r fc)-rA-L_ Lo,4D Gr.► 'V�r = 760 -rl6z +300 +121 +/2ol =lGEopvF I �se�� r 2�0o psF WPM.- _ LICIT � 1690'16,,F _ IJ�1�"L z000 �PSF uSE t X a F-r(,r VJ1 f )- 44• G o awl!?, L.1TEt2iam2 Fi�►.1D�i-r'io�! = WALL W,-j w 1DI�SF �Loswc L mACL i 1/�L� .= G i O -•1•-$O� r�s FX L i��S'-9-�'� =�'1� Pc,� 1"9UIdDA`Ci.Oti Lo/-D WF., 4 = Kz� X 2 1= 2sS p�F 'ro-rAL Lam vClr � r�z -1-6�� -�t•-25-Y� �1O95 F�fl� ll� I2"s<. (�r� �TGr•, v�/l a)- C o"'f. I I �• I � � s i c: V,/F (to +4-0 Psi (ta'-t-l O'] o Fm%/lr:: �t L Ago riwG-r Lar r- ,= E �oaTthlG-t r.� �a �a i r;LSt` 1 x f2)-.44 C- V-1 f PSr 4Xc&e+2-?5�a Xzos't _ I37SD 7�fii0r t f I i Title: Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description: Scope Row 68N04 Usar:KW-060?603,Ver5.8,0,1-Dec-2t103 _ General Timber Beam ,t,�2e Page 1 (.)1983.7003 ENFRCALC Engineering Soltwaro otions Description 1 (RXN) General Inf irmatlon Section Name 3.125x10,5 Center Span 12.00 ft Lu 0.00 ft Beam VVIdth 3.125 in Left Cantilever ft . . ...Lu 0.00 ft Beam Depth 10.500In Right Cantilever ft ..Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam Ford Fixity Pln-Pin FcAllow 660.0psi E 1,800.0 ksi j Full Length Uniform Loads Center DL 202.50#/ft LL 33T50 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #Ift Summary Beam Design OK Span=12.00ft,Beam Width=3.125in x Depth=10.5in,Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 k-ft Maximum Shear*1.5 4.2 k Allowable 13.2 k-ft Allowable 9.1 k Max.Positive Moment 9.72 k-ft at 6.000 ft Shear: @ Left 3.24.k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.24 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0261 in Max.Mallow 13.21 Reactions... @ Right 0.000 in fib 2,031.28 psi fv, 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,780.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections Center Span... Dead Load Total Load Left Cantilever- Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.261 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 57.422 in3 Area 32.813 162 Cv 1.000 Rb 0.000 Cl 3239.999 Max Moment Sxx Read Allowable fb @ Center 9.72 k-ft 42.26 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,750.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.16 k 4.16 k Area Required 15,073 in2 15.073 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.24 k Bearing Length Req'd 1.595 In Max.Right Reaction 3.24 k Bearing Length Req'd 1.595 In +� I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Row,. 680004 i User.KW4802603,v&r 5.8.0,1.0ec-Z003 General Timber Beam Page 9 1 (c)1983.2003 ENERCALC Engineering Software 1-162 ecw Celaiatlna ■ Description 2 (RXN) General information I� Section Name 3.125x12 Center Span 17.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft . . .,Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft . ...Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin FcAllow 650.Opsl E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #/ft LL(�Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #/it LL @ Right #/ft End Loc 17.000 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Lac 0.000 ft DL @ Right #/ft LL @ Right #Ift End Loc 17.000 ft Summary Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.In,Ends are Pin-Ptn Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear" 1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7.208 ft Shear. @ Left 2.72 k Max,Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.314 in Max M allow 17.25 Reactions... @ Right 0.000 In tb 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 LDeflections Center Span.., Dead Lod T fa Lod Left Cantilever... Dead Load Total Load Deflection -0.209In -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 1.5 D.L.DO)_ Deflection 0.000 In 0.000 In @ Center 0.314 in ...Length/Defl 0.0 0.0 a Left 0.000 In @ Right 0,000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 in3 Area 37.500 In2 Cv 1,000 Rb 0.000 CI 2719.999 Max Moment Sxx Req'd Allowable fb @ Center 8.90 k-ft 38.69 In3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 10 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 In2 7.322 In2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 in i . I Title: Job# Dsgnr: Date:12:14PM, 10 MAY 11 Description Scope: Rev: 580004 User..M-0003003,VaM0.0,1-Dec-2003 General Timber Beam Page 1 tc)1983.2003 ENERCALC Engtneenng Sonware 11.162.emw.Ce1w1atbns Description 3 (RXN) General Information Q ate. Section Name 6.126x37.6 - Center Span 45.00 ft . ....Lu 0.00 ft Beam Width 5.125In 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 Flxky Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksi Fuil 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 vv #1 DL @ Left 15.00 #/ft LL Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #/ft LL 0_Right 25.00 #/ft End Lod 24.500 ft #2 DL @ Left 90.00 Wit LL @ Left 150.00 #/ft Start Loc 24.500 ft DL @ Right 90.00 #1ft LL @ Right 150.00 #/ft End Loc 33.000 ft 03 DL @ Left 15.00 #/ft LL @ Left 25.00 #!ft Start Loc 33.000 ft DL @ Rlght 15.00 #/ft LL @ Right 25.00 #/ft End Loc 45.000 It Point Loads Dead Load 1,215.0lbs 1,020.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 2,025.0 Ibs 1,700.0 Ibs Ibs Ibs Ibs Ibs Ibs ...distance 24.500 ft 33.000 ft 0.000 ft 0.000 ft 0.000ft 0.000 ft 0.000ft Summary Beam Design'OK Span=45.00ft,Beam Width=5.125in x Depth=37.5in,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear*1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.407 in Max.M allow 228.43 Reactions... @ Right 0.000 In fb 889.23 psi fv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 2,282.05 psl 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 1,989.2 745.98 Right Cantilever... Camber(using 1.6*D.L.DO)... 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 Page User KW-0603W3, General Timber Beam g (c)i 883-2003 ENERCALC Englnoerfng Salrwere 11-162acw:Calculatlone 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 CI 4615.221 Max Moment Sxx Read Allowable fb •Center 89.01 k-ft 468.05 In3 2,282.05 psi •Left Support 0.00 k-ft 0.00 In3 2,282.05 psi •Right Support 0.00 k-ft 0.00 In3 2,282.05 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 �� :,. I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Ray. 590004 Page 1 User.KW-M3603,VerSAO.1-0ec-2W3 General Timber Beam (c)1983.2003 ENERCALC Engineering Software 11-Macw,Calculetlone Description 4 General information Section Name 4x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load bur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 825.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 360.00#/ft LL 600.00 Vft Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.860 ; 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 0.000in Max @ Right Support 0.00 k-ft ®Center 0.0521n Max.M allow 5.02 Reactions.., @ Right 0.000In fb 1,038.64 pal fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.50 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.035In -0.093 in Deflection 0.000 in 0.000 In ...Location 3.000 ft 3.000 ft ..Length/Defl 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.052 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress 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 2879.999 Max Moment Sxx Reg'a Allowable fb @ Center 4.32 k-ft 42.93 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 In3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.21 k 3.21 k Area Required 16.440 In2 16.440 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 2.88 k Bearing Length Req'd 1.317 in Max.Right Reaction 2.88 k Bearing Length Req'd 1.317 in �. I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: . Rer. 860004 user KW08038o9.ver6.6.0,I-Dec•2o63 General Timber Beam Page 1 (c)1983 2003 ENEACALC Eror,"rl Sonwwo 11-182ecw.Ca1c"1om Description 4A General Information Section Name 4x8 Center Span 4.00ft .. ,..Lu 0.00 ft Beam Width 3.500In Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psI Load Our.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 360.00#/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL AM LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.574 : 1 Maximum Moment 1.9 k-ft Maximum Shear*1.5 2.0 k Allowable 3.3 k-ft Allowable 5.0 k Max.Positive Moment 1.92 k-ft at 2.000 ft Shear: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max.M allow 3.34 Reactions... @ Right 0.000ln fb 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Flo 1,308.13 psi Fv 195.50 psi Right DL 0.72 k Max 1.92 k Deflections Center Span... Dead Load T2WI ioad Left Cantilever... Dead Load Total Load Deflection -0.014 in -0,038 in Deflection 0,000 In 0.000 In ...Location 2.000 ft 2.000 ft ..,Length/Dell 0.0 0.0 ...Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.6*D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0,000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 30.661 In3 Area 25.375 In2 Cf 1.300 Rb 0.000 Cl 1919.999 Max Moment Sxx Reg'd Allowable fb @ Center 1.92 k-ft 17.61 In3 11308.13 pal @ 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 pal Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.878 In Max.Right Reaction 1.92 k Bearing Length Req'd 0.878 In �, .: I Title: Job# Degnr: Date: 12:14PM, 10 MAY 11 Description Scope: •Rev: 5WO04 Page 1 User.KWA903803,Ver5.8.0,1-oec.z� General Timber Beam g (c)1983.2003 ENERCALC Englneerinq Software 11-162.etw:Celculatlans Description 5 General information Section Name 6.125x13.5 Center Span 16.00 It .....Lu 0.00 ft Beam Width 5.126 in Leff Cantilever ft .. ...Lu 0.00 ft Beam Depth 13.500 In Right Cantilever ft . . . . .Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Bass Allow 2,400.0psi Load Our.Factor 1.000 Fv Allow 240.Opsi Beam End Fbcity Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 151.00#fft LL 280.00 Nit Left Cantilever DL #/ft LL #At Right Cantilever OIL #/ft LL #/it Summary Beam Design OK Span=16.00ft,Beam Width=5.1251n x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0•443 : 1 Maximum Moment 13.8 k-ft Maximum Shear*1.5 4.5 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 ft Shear: Q Left 3.45 k Max.Negative Moment 0.00k-ft at 16.000 ft @ Right 3.45k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.177 in Max.M allow 31.13 Reactions... C Right 0.000ln 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 Deflection -0.118 in -0.336 In Deflection 0.000 In 0.000 in ..,Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ..,Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.6•D.L.Doff)... Deflection 0.000 in 0.000 In @ Center 0.177 in ...Langth/Defl 0.0 0.0 @,Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69.188 ln2 Cv 1.000 Rb 0.000 Cl 3447.999 Max Moment Sxx Roo'Reo'd AIlowab'e fb @ Center 13.79 k-ft 68.961n3 2,400.00 psi C@ 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 4.47 k 4.47 k Area Required 18.619 In2 18.610 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.45 k Bearing Length Req'd 1.035 in Max.Right Reaction 3.45 k Bearing Length Req'd 1.035 in t� Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 680004 User KW-0=603,Ver5.80.1-Dec-2003 General Timber Beam Page 1 (W983-2003 ENFRCALC Engineering Sottwore 1-162 ecwCNcufagons Description 6 General Information Section Name 5.125x13.5 Center Span 19.00 ft ...Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . ..Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End FNIty pin-Pin Fe Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever ❑L #/ft LL #1ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 60.00 #In LL Left 240.00 #/ft Start Loc 0.000 ft DL @ Right 60.00 #/ft LL Right 240.00 #/ft End Loc 11.000 ft #2 DL @ Left 75.00 #/ft LL @ Left 300.00 #/ft Start Loc 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 #/ft End Loc 19.000 ft Summary Beam Design OK Span=19.00ft,Beam Width=5.125in x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear"1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max,Positive Moment 16.57 k-ft at 9.880 ft Shear. @ Left 3.36 k Max.Negative Moment -0.00 k-ft ---at--19.000 ft @ Right ••3.70k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.246 in Max.M allow 31.08 Reactions... @ Right 0.0001n 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... Dead ad Total Load Left Cantilever,.. Dead Load Tota Load Deflection -0.164 in -0.571 In Deflection 0.000 In 0.000 In ...Location 9.576 ft 9.576 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.6*D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.246 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: •Rov: 680004 Pee 2 User..KW-0603603 Ver5.8.0,143ec-2003 General Timber Beam g (c)1983-2003ENEhCALC Engineering Sof we 11-162.em.Caiculetione Description 6 IS.t ress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69.188 in2 Cv 0.998 Rb 0.000 Cl 3356.314 Max Moment Sxx Redd Allowable fb Center 16.57 k-ft 82.98 In3 2,395.78 psi Leff Support 0.00 k-ft 0.00 in3 2,395.76 psi Q Right Support 0.00 k-ft 0.00 In3 2,396.76 psi Shear Analysis Left Support Q Right Support Design Shear 4.49 k 4,89 k Area Required 18.716 in2 20.388 in2 Fv:Allowable 240.00 psi 240.00 pal Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Req'd 1.008 In Max.Right Reaction 3.70 k Bearing Length Rsq'd 1.112 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Res: 580M --- - User xw-3s°3603.Vo's.80,I-°eFzo°3 General Timber Beim Page 1 (c)1983-2003 ENERCALC Enginoedng Soflwwo R�� 1� t-18��acvr�Celculetlans Description 7 General Information - J Section Name 4x10 Center Span 5.00 ft . ....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . . ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi E 1,300.0 ksl full Length Uniform Loads- Center DL 88 00#/ft LL 28.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 0.600 ft #2 DL C@ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL(off Right 360.00 #/ft LL @ Right 600.00 #/ft End Loc 5.000 ft _Point Loads Dead Load 72.C.O Ibs 720.0lbs hs Ibs Ibs Ibs Ibs Live Load 1,200.0 Ibs 1,200.0lbs Ibs Ibs Ibs Ibs lbs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=5.00ft, Beam Width=3.500in x Depth:9.251n,Ends are Pin-Pin Max Stress Ratio 0.361 : 1 Maximum Moment 1.6 k-ft Maximum Shear W 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.58 k-ft at 2.080 ft Shear. @ Left 2.74 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 2.74 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.0181n Max.M allow4.37 Reactions... @ Right 0.000 in fb 378.73 psi N 11.62 psi Left DL 1.14 k Max 2.74 k Fb 1,050.00 psi Fv 170.00 psi Right DL 1.14 k Max 2.74 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load 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 Q Center 0.0181n ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In ,r� Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov 68DOG4 llsar KW-0603803 Ver6.a0,1-Ooo-=3 General Timber Beam Page 2 (01-43'2003 ENCACN.0 Englneerinq Software 11-162 a wCelculadons Description 7 Stress Calcs Bending Analysis Ck 31,260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 2737.040 Mrax Moment Sxx Redd Allowable fb Q Center 1.58 k-ft 18.00 In3 '1,050.00 psi (8 Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support ( Right Support Design Shear 0.23 k 0.35 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# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rey.. 580004 User.KW-0803803,Ver5.8.0,1.0ec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Englnaerin6 SoRvn. e 11-182.9cwCalculallans Description 8 General Information Section Name 3.125x10.5 Center Span 11.50 ft Lu 0.00 ft Beam Width 3.126 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500In Right Cantilever ft ... ..Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 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 175.50#/ft LL 378.00 #/ft Left Cantilever DL #/ft ILL #/ft Right Cantilever DL #/ft ILL #/ft Summary Beam Design OK Span=11.50ft,Beam Width=3.1251n x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.797 : 1 Maximum Moment 9.2 k-ft Maximum Shear" 1.5 4.0 k Allowable 11.5 k-ft Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 ft Shear: @ Left 3.18 k Max.Negative Moment 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 Reactions... @ Right 0.000 In fb 1,912.17 psi fv 123,38 psi Left DL 1.01 k Max 3.18k Fb 2.400.00 psi Fv 240,00 psi Right DL 1.01 k Max 3.18 k Deflections Center Span... Dead Load Total Load Left Cantilever.., Dead Logo Total Load Deflection -0.127In -0.401 In Deflection 0.000 In 0.000 in ...Location 5.750 ft 5.750 ft ...Length/Del 0.0 0.0 ...Length/Deft 1,084.3 343.80 Right Cantilever... Camber(using 1.6 D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.191 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in _Stress Cales -- Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 In Area 32.813 In2 Cv 1.000 Rb 0.000 Cl 3182,624 Max Norlenl Sxx_Rea_d Allowable fb @ Center 9.15 k-ft 45.75 in3 2,400.00 psi @ Laft 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 16,86E In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.18 k Bearing Length Req'd 1.567 In Max.Right Reaction 3.18 k Bearing Length Req'd 1.567 In 1 I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev 680004 Uaar. KW-0603603 Ver6.8.0.1-Dec•2003 General Timber Beam Page 1 (C)1983-2X3 ENEhCALC Enpinearino Software 11-162.acwCa1ou!auone weer' 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 Righi Cantilever ft .. . , .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 171.00#/it LL 290.00 #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL #Ift Summary I Beam Design OK Span=8.30ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.909 : 1 Maximum Moment 4.0 k4 Maximum Shear* 1.5 2.3 k Allowable 4.4 k-ft Allowable 6.6 k Max.Positive Moment 3.97 k-ft at 4.150 ft Shear. @ Left 1.91 k Max.Negative Moment o.00k-ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.091 in Max,M allow 4.37 Reactions... @ Right 0.000 in fb 954.44 psi fv 72.33psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.71 k Max 1.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0,061 In -0.164 in Deflection 0.000 in 0.000 In ...Location 4.150 ft 4.150 ft ...Length/Deft 0.0 0.0 ,..Length/Deft 1.636.9 607.20 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.091 In ...Length/Deft 0.0 0.0 @ Left 0,000 In @ Right 0.000 in Stress Calcs Banding Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1913.149 Max Moment Sxx Rea'd Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 10 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.775 in2 13.775 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.91 k Bearing Length Req'd 0.875 In Max.Right Reaction 1.91 k Bearing Length Req'd 0.875 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope RW 5MOO4 -- User.KW-OW35o3.ver5.9.o,S-Dec-2co3 General Timber Beam Page 1 _(a)1983.2003 ENERCALC Engineering Soft a 91-0e2.ecW.Caiculations Description 10 [General Information Section Name 2-2x10 Center Span 0.00 It .....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 Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi E 1,600.0 ksi IFull Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/lt LL #/ft Right Cantilever DL #lft LL #/ft Trapezoidal Loads 01 DL @ Left 298.00 #/it LL @ Left 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 #1ft End Loc 6.000 ft Summary i Beam Design OK Span=6.00ft,Beam Width x 3.0001n x Depth=9.251n,Ends are Pln-Pin Max Stress Ratio 0,801 : 1 Maximum Moment 2.8 k-ft Maximum Shear 1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max.Positive Moment 2.83 k-ft at 2.808 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 0.56 k Max 1.27 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead-Load Tota'Load Deflection -0.025 In -0.056 In Deflection 0.000 in 0.000 in ...Location 2.928 ft 2.928 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,926.3 1,275.38 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: 68D0D4 - -- Pao 2 user,KW-0603603,Ver SAD,143sc-2DD3 General Timber Beam 9 (c)1983.2003 ENERCALC Engineering acrtwere 11-'.62.ecwCakuiatImm Description 10 Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 In3 Area 27.750 In2 Cf 1.100 Rb 0.000 CI 2012.319 Max Moment Sxx Rec'd Allowable fo @ Center 2.83 k-ft 34.281n3 990.00 psi ( Left Support 0.00 k-ft 0.00 In3 990.00 PSI @ Right Support 0.00 k-ft 0.00 In3 990.00 PSI Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 1.81 k Area Required 12.187 In2 10.039 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1.073 In Max.Right Reaction 1.27 k Bearing Length Req'd' 0.675 In i I Title: Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description Scope. , Rav, 580004 Ueer:I(W-0803803, ter 5.80.1-Deo-2003 General Timber Beam Page 1 (c)1983 2003 ENERCALC Ergineering SoMvere 11-162.emCalculallons Description 11 General Information Section Name 5.126x22,5 Center Span 21.50ft .....Lu 0.00 ft Beam Width 5.1251n Left Cantilever ft Lu 0.00 ft Beam Depth 22.600 in Right Cantilever ft Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin FcAllow 650.0 psi E 1,800.0 ksI Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #fft Trapezoidal Loads #1 DL®Left 112.50 Nft LL @ Left 187.50 #/ft Start Lac 1.200 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #/ft End Lac 2.700 ft #2 DL @ Left 112.50 *it LL @ Left 187.50 #/ft Start Lac 4.700 ft DL @ Right 112.50 *ft LL @ Right 187.50 #/ft End Lac 7.700 ft #3 DL @ Left 112.50 #/ft LL @ Left 187.60 #/ft Start Lac 9.700 ft DL @ Right 112.50 Nft LL @ Right 187.50 #/ft End Loa 12.700 ft #4 DL @ Left 75.00 ff/ft LL @ Left 125.00 #/ft Start Loa 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125,00 #/ft End Lac 21,500 ft Point Loads Dead Load 2,09 .0lbs 113.0lbs 113.0lbs 113.0 Ibs .0 ibs 13 i 43.0 Ibs AC 143.0;b Live Load 3,158.01bs 188.0lbs 188.0lbs 188.0lbs 188.0lbs 238.0 lbs 238.01bs ...distance 1,200 ft 7,700 ft 2.700 ft 4,700 ft 9.700 ft 12.700 ft 14.700ft Summary Y Beam Design OK Span=21.50ft,Beam Width=5,125in x Depth=22.51n,Ends are Pin-Pin Max Stress Ratio 0,701 : 1 Maximum Moment 56.8 k-ft Maximum Shear*1.5 12.6 k Allowable 81.0 k-ft Allowable 27.7 k Max.Positive Moment 56.82 k-ft at 10.406 ft Shear. @ Left 14.65 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 0.000in Max @ Right Support 0.00 k-ft @ Center 0.2851n Max.M allow 81.02 Reactions... @ Right 0.000in fb 11576.74 psi tv 109.13 psi Left DL 5.33 k Max 14.65 k Fb 2,248.48 psi Fv 240.00 psi Right DL 3.44 k Max 9.90 k Deflections Center Span... Dead Load Tota'Load Left Cantilever... Dead T-o-aa Total Loa Deflection -0.190 in -0,543 in Deflection 0.000 in 0.000 in ...Location 10.573 ft 10.664 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,355.6 474.98 RightCantliever.,. Camber(using 1.5*D,L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.285 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In I Title; Job# Dsgnr: Date:12:14PM, 10 MAY 11 Description Scope: Rev: 580004 Page 2 User.KVJ-0603803,VerB.B.O,,- 2003 General Timber Beam (119S3.2003 ENERCALC Engineering SOWWO 11•t62.ecw:CaiwfaUau ee riaean Description 11 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 It Sxc 432.422 In3 Area 116.313 In2 Cv 0,937 Rb 0.000 Cl ####.#" Max Moment Sm Rea'd Allowable fh @ Center 56.82 Vt 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-It 0.00 In3 2,248.48 psi Shear Analysis @ Left Support Right Support Design Shear 12.10 k 12.58 k Area Required 60.406 1n2 52.435 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 14.65 k Bearing Length Req'd 4.398 in Max.Right Reaction 9.90 k Bearing Length Req'd 2.973 in .� I I I I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: R% 6e0004 Userxw-0eo3603 Vorb.6.0,1-Dee-20oa General Timber Beam Page 1 (c)1983.2003 ENE�tCALC En �neorinp 9oflwa a 11-162•ecw:Calculotlons Description 12 General information Section Name 3.125x12 Center Span 16.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft . ..Lu 0.00 ft Beam Depth 12.000In Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Flr,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 pal Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Pin Max Stress Ratio 0.557 ; 1 Maximum Moment 9.6 k-ft Maximum Shear*1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.80 k-ft at 8.000 ft Shear. @ Left 2.40 k Max.Negative Moment O.00k-ft at 0.000 ft @ Right 2.40k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.3071n Max.M allow 17.25 Reactions... @ Right 0.000 In fb 1,636.00 psi fv 84.48 psi Left DL 0.90 k Max 2.40 k Fb 21760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2.40 k Deflections I-, Center Span... Dead Load Total Load Left Cantilever... ..,..�.�D Load Total Load Deflection -0.205 in -0.546 In Deflection 0.000 In 0.000 In ...Location 8.000 it 8.000 It ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.8*D.L.DO)... Deflection 0;000 In 0.000 In @ Center 0.307 In ...Length/heft 0.0 0.0 @ Left 0.000 In @ Right 0,000 in LStress Calcs - _ - Sending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 In3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx Reo'd A1lowable 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 pal 276.00 psi Bearing @ Supports Max.Left Reaction 2.40 k Bearing Length Req'd 1A82 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 in i i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Raw 6 User.KW-0603603.Ver5,8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engr eering Scflware 11-162.eevow iiallons Description 13 General information Section Name 4x10 Center Span 17 00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever It ...Lu 0.00 ft Beam Depth 9.250In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,350.0 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 #/it Left Cantilever DL #/ft LL #/ft Right Cantilever DL Wft LL vft Summary Beam Design OK Span=17.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.559 ; 1 Maximum Moment 4.3 k-ft Maximum Shear*1.5 1.4 k Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.500 ft Shear: @ Lef 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ 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 1,042.25 psi fv 43.10 psi Left DL 0.38 k Max 1.02k Fb 1,863.00 psi Fv 195.50 psi Right DL 0.38 k Max 1.02 k Deflections Center Span... Total Load Left Cantilever... Dead Load Total Load Deflection -0.2291n -0.1311 In Deflection 0.000 In 0.000 in ...Location 8.500 ft 8.500 ft ...Length/Defl 0.0 0.0 ...Length/Deft 891.0 334.13 Right Cantilever... Camber(using 1.5 D.L.Defl)... ' Deflection 0.000 in 0.000 in @ Center 0.343 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs Bending Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1020.000 Max Moment Sxx Req'd Allowable fb @ Center 4.33 k-ft 27.92 In3 11863.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,863.00 psi @ Right Support 0,00 k-ft 0.00 In3 1,863.00 psi Shear Analysis @ 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 OA66 in Max.Right Reaction 1.02 k Bearing Length Req'd OA66 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description; Scope: Rev. 560004 user.KW.o8036o3.ve<s.o.0.1-oar-M General Timber Beam Page 1 (c)1983.2003 ENERCALC Enginaertng SoRwero 11-f62.ocvr.CaleulstWs 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 It 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-Pln FcAllow 625.0psI E 1,300.0 ksi Full Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #1ft Right Cantilever DL #Ift LL #Ift Summary A Beam Design OK Span=5.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear 1.5 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3.000 ft Shear: @ Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.46 k Max @ Left Support cop k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.026 in Max.M allow 4.37 Reactions... @ Right 0.000in tb 525.81 psi iv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.53 k Max 1.46 k D®flectlons Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0171n -0.047In Deflection 0.000 In 0.000 In ...Location 3.000ft 3.000ft ...Length/Defl 0.0 0.0 ...Length/Deft 4,210.2 1,524.67 Right Cantilever... Camber(using 1.5•D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.026 In ...LengthtDefl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in StressCalcs ------- - -- - - -- ------ --- - -- Bending Analysis Ck 31.260 Le 0.000 it Sxx 49.911 Ina Area 32,375 In2 Cf 1.200 Rb 0.000 Cl 1457.999 Max Moment Sxx Recta Allowab!e fb @ Center 2.19 k-ft 24.99 ln3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1.050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.63 k 1.63 k Area Required 9.571 In2 9.571 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.46 k Bearing Length Req'd 0.667 in Max.Right Reaction 1.46 k Bearing Length Req'd 0.667 In �X l l• f Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope � �� �- --- Page 1 U6er.KW0803803 Ver5.B0 1.Oao2Cfl3 General Timber Beam(c)l993-2003 F.NEhCALC Engkwerft Software 11-162.acw.Calw'adona Description 15 General Information Section Name 4x8 Center Span 3.00ft Lu 0.00 ft Beam Width 3.5001n 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 170.0psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksf Full Length Uniform Loads Center DL 196.00#/ft LL 355.00 #/ft Left Cantilever DL #dft 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 0.62k-ft at 1.500 ft Shear. @ Left 0,83k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.O00In Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 2.91 Reactions,.. @ Right 0,000 in fb 242.60 psi fv 29.31 psi Left DL 0.29 k Max 0.83 k Fb 1,137.50 psi Fv 170.00 psi _ Right DL 0;29 k.... ..Max . ,_ 0.83 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.007 in Deflection 0.000 In 0.000 In ...Location 1.500 ft 1.500 ft ,..Length/Deft 0.0 0.0 ...Length/Defl 14,562.4 5,180.11 RlghtCantilever... Camber(using 1,5'D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.004 In ..,Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs 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 Max Moment S:a Redd Allowable fb @ Center 0.62 k-ft 6,64 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 Reactlon 0.83 k Bearing Length Req'd 0.378 in ,, r, � � - - - - - - i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 500004 - - c)IO83 20030E EACALC En'n ahng Software General Timber Beam Page 1 g N-182.eax:Celw�allons i Description 16 General Information Section Name Prllm:3.5x9.25 Center Span 8.50 ft . ....Lu 0.00 ft Beam Width 3.500 in Left Cantilever it ,..,.Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Manuf/So.Plne Truss Joist-MacMillan,Parallem 2.0E Fb Base Allow 2,900.0 psi Load 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 J Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 80.00 #/ft LL @ Left 320.00 Nit Start Loc 0.000 ft DL @ Right 80.00 #/ft LL®Right 320.00 Vft End Loc 3.000 ft #2 DL @ Left 70.00 #/ft LL @ Left 280.00 #Ift Start Loc 3,000 ft DL @ Right 70.00 #/ft LL @ Right 280.00 #/ft End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.562 : 1 Maximum Moment 6.8 k-ft Maximum Shear* 1.6 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3.26 k Max.Negative_Moment 0.00 k-ft at 0.000 ft @ Right 3.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.0671n Max.M allow 12.06 Reactions.,, @ Right O.O001n fb 1,628.53 psi fv 123.65 psi Left DL 0.65 k Max 3.26k Fb 2,900.00 psi Fv 290,01)psi Right DL 0.63 k Max 3.16 It Deflections Center Span... Dead Load Totaf LoadLeft Cantilever... Dead Loalots[Load Deflection -0,038 in -0.191 In Deflection 0.000 in 0.000 In ...Location 4.250 ft 4.250 ft ...LengthlDefl 0.0 0.0 ...Length/Defl 2,668.7 533.75 Right Cantilever... Camber(using 1.5"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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: ov 560004 KW-CB - Page user83-203ENE ver6.6ngineering o Genera! Timber Beam(c)1903.2003 ENEhCALC Engineering Software 11.162 ocw Calw;otlan9 Description 16 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 R Sxx 49.911 In3 Area 32.375 (n2 Cf 1.000 Rb 0.000 CI 3257.903 Max Momer� Sxx Rgo'd AI owahle 1b Q Center 6.77 k-ft 28.03 In3 2,900.00 psi (8 Left Support 0.00 k-ft 0.00 In3 2,900.00 psi •Right Support 0.00 k-ft 0.00 In3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 in2 13.496 In2 Fv:Allowable 290.00 psi 290.00 psi Bearing @Supports Max.Left Reaction 3.26 k Bearing Length Req'd 1.432 In Max.Right Reaction 3.16 k Bearing Length Req'd 1.389 in I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope aV. 580004 Usar:KW 0803803,Va(b.8.0,1-Coc-2003 Page 1 (cj19832ooaENERCAt.CEnginearinaSoftware General Timber Beam 11-1Meow.CalcuialIons Description 17 General Information .00 aav�sstaics.,.��. Section Name 4x10 Center Span 10 ft .. . ,Lu 0.00 ft Beam Width 3.500 in Left Cantilever It Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv AHow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1.300.a ksl LFull Length Uniform Loads Center DL 115.50#/ft LL 192.50 #/ft Left Cantilever DL #/ft LL Wft Right Cantilever DL #/ft LL #/ft Summary I 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 Ma)L Positive Moment 3.85 k-ft at 5.000 ft Shear. @ Left 1.64 k Max Negative Moment 0.00 k-ft at 10.000 ft @ Right 1.54 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.130 in Max M allow 6.02 Reactions... @ Right 0.000 in fb 925.64 psi fv 60.51 psi Left DL 0.58 k Max 1.54 k Fb 1,207.50 psi Fv 195.50 psi Right DL 0.58 k Max 1.54 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dee 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 O.D 0.0 @ Left 0.000 In @ Right 0.000 In Stress Cales - Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 1n3 Area 32.375 in2 Cf 1.200 Rb 0.000 C1 1539.999 Max Moment Srx Reg'd Allowable fb @ Center 3.85 k-ft 38.26 1n3 1.207.50 psi @ Left Support 0.00 k ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0,00 in3 1,207.50 psi ShearAnalysls @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 in2 10.020 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max Left Reaction 1.54 k Bearing Length Req'd 0.704 In Max Right Reaction 1.54 k Bearing Length Req'd 0.704 In 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Rev. 80004 Uaos lcw-0803e03, /or5.8.0.1•Dec-2003 General Timber Beam Page 1 (c)18832CO3�NFRCALC Krpireer Software 11-182.ecw.Calcutatia�e Description 18 LGeneral information Section Name 4x6 Center Span 5.00 ft ...Lu 0.00 ft Beam Width 3.600 in Left Cantilever ft Lu 0.00 ft Beam Depth 5.800 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 pal E 1,300.0 ksi Full Length Uniform Loads Center DL 94.60#/ft LL 157.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary 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.PosRlve 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 allow 1.92 @ Reactions.,, Right 0.000in fb 535.54 psi fv 40.45 psi Left DL 0.24 k Max 0.63 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.24 k Max 0.63 k Deflections Center Span... Dead Load Total Load Loft Cantilever... Dead Load Toil 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.Defl)... Deflection 0.000 In 0.000 in @ Center 0.032 in .,.Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 17.646 in3 Area 19.250 In2 Cf 1.300 Rb 0.000 Cl 630.000 Max MomerS Sxx Rt-q'd Xowahle fb @ Center 0.79 k-ft 7.22 in3 1,308.13 psi @ Left Support 0.00 k-ft 0,00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 in3 1,308.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 1n2 3,983 In2 Fv:Allowable 196.50 pal 195.50 psi Bearing @ Supports Max.Left Reaction 0.63 k Bearing Length Req'd 0.288 In Max.Right Reaction 0.63 k Bearing Length Req'd 0.288 In I .;, :; Title: Job# Dsgnr,. Date: 12:14PM, 10 MAY 11 Description Scope: Ray.. 5KX)C4 Uric:KW-CFOM%,3,Ver5.B.2,1-0ac-2Q03 General Timber Beam Page 1 (c)19&3-29;3 ENE RCALCE rig nwingSonwxn 11-162ecWCslculellone �� ��ilDl17�'7�SY63t�Stti Description 19 General Information Section Name 010 Center Span 4.00 ft .. ..Lu 0.00 ft Beam Width 3.500 in heft Cantilever ft ... . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ... . .Lu 0.00 ft Member Type Sawn Douglas Flr-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 pal Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 100.00#/ft LL 400.00 #/ft Leff Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK ' S an=4.00ft Beam Width=3.500in x Depth=9.25in Ends are Pin-Pin p p , Max Stress Ratio 0.229 : 1 Maximum Moment 1.0 k-ft Maximum Shear" 1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 it Shear @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.003In Max.M allow 4.37 Reactions... @ Right 0.000 In f) 240.43 psi fv 28.54 psi Left DL 0.20 k Max 1.00 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.20 k Max 1.00 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load To al Load Deflection -0.0021n -0.010In Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 25,008.4 5,001.67 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.003 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress 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 1000.000 Max Moment Sxy.Redd Allowable fa @ 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 :� t � - - I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope; Rev: 580004 - - -- - , User,KWOW3603.Ver5.8D.1-Dec-2oo3 General Timber Beam Page e1 (Q133-2003 ENERCALC Engineering Software 11.162.oc".Calculations +��� sl9R7pcC5Ai�1CL7:'ES. 7At�1�1 Description 20 General information Section Name WO Center Span 4.00 ft Lu 0.00 ft Beam Width 3.500in Left Cantilever ft ..Lu 0.00 ft Beam Depth 9.250in Right Cantilever ft . ... .Lu b.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform loads Center DL 149.00#lit LL 436.00 #/ft Left Gantllever DL 0/ft LL #1t Right Cantilever DL #1ft LL gift Summary -�-- - Beam Design OK Span=4.O0ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0268 Maximum Moment 12 k-ft Maximum Shear*1.5 1.1 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.17 k-ft at 2.000 ft Shear: @ Left 1.17 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.17 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 4.37 Reactions... @ Right 0.000 in fb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1.17 k Fb 1,050,00 psi Fv 170.00 psi Right DL 0.30 k Max 1.17 k Deflections Center Span.... Dead Load Total Load Left Cantilever... _ SD�mq Load Total Load Deflection -0.003 in -0.011 In Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...LengthlDefl 0.0 0.0 ...Length/Deft 18,784.1 4.274.94 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.004 in ...Length/Doff 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1170.000 M X-M ment Sxx Read 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 1n2 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 1 1 Title; Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope • Rev: HH0004 - --- User KWObo3H03, for SAO,I-aoc-zo03 General Timber Beam Page 1 (e)1983 2003 ENERCALC Engfnearing Software tt•tH4.oewCe�cu'�tfane Description 21 General information -� Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 It Beam Width 3,500In Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 825.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/ft Left Cantliever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3,500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 1.8 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 It Shear. @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.009in Max.M allow 4.37 ReReactions... Q Right 0.000in fb 462.58 psi fv 54.91 psi Left DL 0.64 k Max 1,92 k Fb 1,060.00 psi Fv 170.00 psi Right DL 0.64 k Max 1.92 k Deflections Contor Span... Dead Load Total Load Left Cantilaver... Dead Load Total Load Deflection -0.008 In -0.018 in Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defi 0.0 0.0 ...Length/Deft 7,766.6 2,599.62 RightCantllever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 In 0,000 in @ Center 0.009 in ...Length/Defl 0.0 0.0 Left 0.000 In Right 0.000 in Stress Calcs Bending Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1923.999 Max Moment Sxx Reo'd Allowable fb @ Center 1.92 k-ft 21.99 In3 1,060.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,060.00 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 Rsq'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.880 in i iA6 iL Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope: ROY. 6800D4 User.KW-0603603,vor6.8.0,1-Dec-2003 General Timber Beam Page 1 (a)1963.2003 ENERCALC Engineering Softore 11-162,ecw;Celculetlona Description Floor Joist Above(2)-Car Garage General information Section Name 2-2x10 Center Span 17.50 ft ..Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft .. ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.Opsl Load Dur.Factor 1.000 Fv Allow 160.0 pal Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 kst Full Length Uniform Loads Center DL 13,50 0/ft LL 53.50 Vlt Left Cantilever DL 0/ft LL #/ft Right Cantilever DL Wit LL gift 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 0.59k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.127in Max.M allow 4.51 Reactions... @ Right 0.000 in fb 719.43 psi fv 28.90 psi Left DL 0.12 k Max 0.59 k Fb 1,265.00 osl Fv 180.00 psi Right DL 0.12 k Max 0.59 k Deflections Center Span.., Dead Lood jotal 4oad Left Cantilever... Czn'd. c T I Loa Deflection -0.085 in -0.420 In Deflection 0.000 in 0.000 In ...Location 8.760 ft 8.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2.479.6 499.61 Right Cantilever.., Camber(using 1.6 D.L.Deft),.- Deflection 0.000 in 0.000 In Center 0.127In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysls 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 Req'd Allowable`b @ Center 2.56 k-ft 24.33 In3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 4.455 in2 4.455 in2 Fv:Allowable 180.00 psi 180.00 pal Bearing @ Supports Max.Left Reaction 0.59 k Bearing Length Req'd 0.313 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.313 in - - � - - � I Title: Job# Dsgnr: Date: 12:15PM, 10 MAY'I 1 Description Scope: UsecKW06t)3803,Var9,e t-0ea2 CALC Engineering S Software General Timber Beam Page 1 (cyt983.2003 ENERo 11-1t32 ecwCalailations Description Main Floor Joist General Information Section Name 2x10 Center Span 12.50 ft ...Lu 0.00 ft Beam Width 1.5001n 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 Fb Base Allow 850.0 psi Load Dur.Factor 1.000 Fv Allow 160.0psi Beam End Fixity Pin-Pin FcAllow 405.0pal Repetitive Member E 1,300.0 ksl Fttll Length Uniform Loads Center DL 13.50#/ft LL 53.50 Nft Left Cantilever DL 0/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"'1.6 0.6 k Allowable 1.9 k-ft Allowable 2.1 k Max.Positive Moment 1.31 k-ft at 6.250 ft Shear. @ Left 0.42 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.086in Max.M allow 1.92 Reactions,.. @ Right 0.000 in fb 734.11 psi fv 39.84 psi Left DL 0.08 k Max 0.42 k Fb 1,075.26 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k Deflections Center Span... Dead Load Tot Load Left Cantilever... Dead Load Tota load Deflection -0.058 in -0.286 in Deflection 0.000 In 0.000 in ...Location 6.250 ft 8.250 ft ..,Length/Defl 0.0 0.0 ...Length/Defl 2,601.5 524.18 Right Cantilever... Camber(using 1.5 D.L.Deft I... Deflection 0.000 in 0.000 In @ Center 0.086 In ..,Length/Defl 0.0 0.0 G Left 0,000 in @ Right 0.000 In Stress Caics Banding Analysis Ck 31.716 Le 0,000 ft Sxx 21.391 M3 Area 13,875 in2 Cf 1.100 Rb 0.000 CI 418.750 Mar,hlormert Sxx Reo'd Allowable fb @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 In3 1,076.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.55 k Area Required 3.685 in2 3.685 in2 Fv:Allowable 150.00 psi 150,00 psi Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.689 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 in 1 to -. 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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 1'-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL,FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND 93 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-616. 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(4)_AND GREATER): DF-L#2 JOISTS/STUDS(2x_): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x—TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ' ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32116)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.;BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, WIND DESIGN CRITERIA : BASIC WIND SPEED—85 MPH IMPORTANCE, Iw= 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, IE= 1.0 SS= 1.25 Site Class, D S1 = 0.40 SEISMIC DESIGN CAT., D SoS= 0.83 SEIS. FORCE RES. SYS,A.13. SR1 =0.43 DESIGN BASE SHEAR= 10613 lbs CS= 0.13 SIMPLIFIED METHOD R=6.5 i 1 .,. ... I SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN R❑❑F SHEATHING PER PLAN ROOF FRAMING PER PLAN 2x LEDGER (OR ROOF TRUSS) W/ (2)-16d EA, STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN -TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINUOUS (3)-16ol EA. STUD ( LID BL W/ 3)-16d EA, STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL rl' LOW ROOF SHEAR TRANSFER, TYPICAL SCALES NTS SECTION VIEW y �� I BOUNDARY NAILS PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE T❑P PLATE 16d PER SW SCHEDULE C❑NNECTI❑N BASE PLATE CONN, 16d PER SW SCHEDULE BASE PLATE C❑NN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN ~� r2 *_� ROOF- DIAPHRAGM TO INTERIOR SHEARWALL SCALEi NTS SECTI❑N VIEW ;��: r I SW, PER SCHED, —�- 16d BASE PLATE 8d PER SW. SCHED, NAILING PER SW. SCHED, EDGE NAILING FLR, SHEATHING (3)-10d @ JOIST PER PLAN & DIAPHRAGM 2x JOIST DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16d @ SHEAR WALL @ 12"O,C, STAG'D @ 24"OZ. NOTE., FOR FLOOR DIAPHRAGM NAILING_ SEE STRUCTURAL NETES 3 SHEARWALL PARALLEL W/FLOOR JOIST SCALE: -NTS SECTION VIEW - - - - - - - I SW, PER SCHED.--•- 16d BASE PLATE 8d PER SW, SCHED, NAILING PER SW, SCHED, � EDGE NAILING ELR, SHEATHING 2x BLK'G w/(3)-16d PER PLANA INTO JOIST 2x JOIST SOLID BLK'G PER PLAN @ SHEARWALL NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 4 SHEARWALL PERPENDICULAR W/FLDOR JOIST SCALES NTS SECTION VIEW _ � � n 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 NOTE1 FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 5 SHEARWALL PARALLEL W/FLOOR JOIST SCALEt NTS SECTION VIEW U I L R-10 IN5.@ THERMAL BREAK 2X STUD5 iw O!G (HEATED AREAS ONLY) 4"LONG. SLAB COMPACT FILL/SAND 'y *X10"A.B. PER PLAN EMBED T' !U W/3'kO'A 4°SOR.YqA5HER5 } 6"MIN 1 ICr (1)#4 BAR, GONT.5-FROM TO?_ .. b" #4 BAR HOOKED VERT.r_� da @ 46"Q.G. ALIGN ud'TG ���� to (1)#4 BAR CONT. � TYp. b" FDN 1"�fTN SLAB TQ EXT. R-21 INSUL.. 2X6 STUDS 16"OX, i a"c7v45 FLOOR SHEATHING 4"CONC. SLAS GLUED& NAILED COMPACT .16T. PER PLAN FILL/5AND F SomX10"A.B.PER PLAN R-30 EMBED T'w15"x3"xll4' INSULATION SO R.WASHERS Lu (1)#4 BAR,GONT.HORIZ=l 5"FROM TOP OF WALL MIL AR VAPOR z IT 'J� #4 BAR HOOKED VERT.@ 4 O.G. ---r (1)#4 BAR CONT. i I R-21 INSUL, 112"GVVB FLOOR SHEATHING 2X6 5TUDS 16"O!G GLUED 8 NAILED 7l16"OSB SHEAR JOIST PER PLAN SIDING PER ELY.---► di XX10"A.B. PER PLAN R_30 Ems ED ra s"emt4,, INSULATION 50R.V'iA5HER5 FINAL GRADE (1)#4 BAR,GONT.HOF21Z.I' — b" x 5"FROM TOP OF rvALL -III b MIL z 7 it VAPOR #4 BAR HOOKED YERT.(M 48"0.6 — BARRIER (1)#4 BAR CONT. 12„� TYP. �QU�lD�71Qi� '�O �XT�RIQ� ��� I f JOISTS PER PLAN BLOCKING AS REQ. R-30 INSUL. FLOOR SHEATHING GLUED& NAILED 8d R.S. 1X4 GUSSETS ud SEAM PER PLAN (4)9d EA. END or 2K4 GUSSETS w! (4) 10d EA.END. 4X414X6 H"r2 7 STAGGER NAILS C�D9PLIGE r � LMA 4Z 9C#ROOFING or A35 or EPS4Z (2)#4 BAR CONT. '~ 6 MIL VAPOR BARRIER (" Iz �� TYP. STRIP FOOTING k 1 r SW—t ff1 i 1 ,CQF'EN BELOW I mek5 xfz p�M van I 1 N r Rall,wall or halFwall • 26W (�"�1 V66 .r s - - - - HAL4 _ 70 , © ��T --- f , A� HI+T f •ww 216D /\ N Rall wall or half wall a Y L * — 2ea _1 T N m � t m �p� >ae0 RM 9 R D RM 4 ® d> -- .. . sweet 3 1.11�P� Ft.ma✓Z PL,sl�..1 t2*A , i l —i 6z � � � � � IJ 0 T. 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