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Permit t n CITY OF TIGARD MASTER PERMIT • COMMUNITY DEVELOPMENT Permit#: MST2014-00216 TIGARD 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Date Issued: 12/10/2014 Parcel: 2S102DC01301 Jurisdiction: Tigard Site address: 8935 SW MCDONALD ST Subdivision: EDGEWOOD Lot: 10 Project: Lehr Project Description: Repair deck beam and truss damage from tree strike. BUILDING Floor Areas Required Setbacks Required Stories: 0 Bedrooms: 0 First: 0 sf Basement: 0 sf Left: 0 Parking Spaces: 0 Height: 0 Bathrooms: 0 Second: 0 sf Garage: 0 sf Front: 0 Smoke Dwelling Units: 0 Third: 0 sf Right: 0 Detectors: Total: 0 sf Value: $9,287.00 Rear: 0 PLUMBING Sinks: 0 Water Closets: 0 Washing Mach: 0 Laundry Trays: 0 Rain Drain: 0 Urinals: 0 Lavatories: 0 Dishwashers: 0 Floor Drains: 0 Sewer Lines: 0 SF Rain Storm Sewer 0 Drains: 0 Tubs/Showers: 0 Garbage Disp: 0 Water Heaters: 0 Water Lines: 0 Catch Basins: 0 Bckflw Prevntr: 0 Footing Drain: 0 Ice Maker: 0 Hose Bib: 0 Backwater Value: 0 Drywell-Trench Drain: 0 Other Fixtures: 0 Other Fixture Units: MECHANICAL Fuel Types Air Conditioning: N Vent Fans: 0 Clothes Dryers: 0 Heat Pump: N Hoods: 0 Other Units: 0 Furn<100K: 0 Vents: 0 Woodstoves: 0 Gas Outlets: 0 Furn>=100K: 0 ELECTRICAL Residential Unit Service Feeder Temp Srvc/Feeders Branch Circuits 1000 sf or less: 0 0-200 amp: 0 0-200 amp: 0 W/Svc or Fdr: 0 Ea adds 500 sf: 0 201-400 amp: 0 201-400 amp: 0 W/O Svc/Fdr: 0 Mfd Home/Feeder/Svc: 0 401-600 amp: 0 401-600 amp: 0 601-1000 amp: 0 601+amp-1000v: 0 1000+amp/volt: 0 ELECTRICAL-RESTRICTED ENERGY SF Residential Audio&Stereo: N HVAC: N Security Alarm: N Vaccuum System: N Garage Opener: N All Other: N Other Description: Ecompasing: N BUILDING INFO Class of Work: Type of Use: Type of Constr: Occupancy Group: Square Feet: ALT SF VB R-3 0 Owner: Contractor: LEHR,RONALD D&DONA K GREAT WESTERN RESTORATION Required Items and Reports(Conditions) 8935 SW MCDONALD PO BOX 489 TIGARD,OR 97224 OREGON CITY,OR 97045 PHONE: 503-705-0552 PHONE: 503-655-4739 FAX: 503-655-5845 Total Fees: $404.67 This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable law. All work will be done in accotdan e with approved plans. This permit will expire if work is not started within 180 days of issuance, or if work is suspended for more the 180 days. ENTION: Ore,•• law re• ires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 95 01-0010 through OAR 95 '' -090. Yo ■ay obtain a copy of the rules or direct questions to OUNC by calling 503.232.1987 or 1.800 4 ssued B y: Ar' Permittee Signature: Call 503.639.4175 by 7:00 a.m.for the next available inspection date. This permit card shall be kept in a conspicuous place on the job site until completion of the project Approved plans are required on the job site at the time of each inspection. Building Permit Applie VjorIEV�� Residential tilt) FOR OFFICE l S I:ONLI City of Tigard $ 2 III ((��[[r 014 r r Permit No.: _�i -tom/ , Datem• 13125 SW Hall Blvd.,Tigard,OR'9"1"223 Plan Revi I Phone: 503.718.2439 Fax: 503.598.19�60Q ` /_ApU e/B : W.iair 1,a her permit: I t c A It n inspection Line: 503.639.4175(AIN Vr 1 w Date Ready/By: Jens ® See Page 2 for MI ' Internet: www.tigard-or.gov BUILDING�`*T!��w'S��l� Notified/Method: /R / / Supplemental Information Dl lli `I,,! eD �_ TYPE OF WORK REQUIR D DATA:1-AND 2-FAMILY DWELLING ❑New construction ❑Demolition Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all ®Addition/alteration/replacement ❑Other: equipment,materials,labor,overhead,and the profit for the CATEGORY OF CONSTRUCTION work indicated on this application. ® 1-and 2-family dwelling ❑Commercial/industrial Valuation: $9,287.00 ❑Accessory building ❑Multi-family Number of bedrooms: ? ❑Master builder ❑Other: Number of bathrooms: ? JOB SITE INFORMATION AND LOCATION Total number of floors: 2 Job site address:8935 SW McDonald Street New dwelling area: 0 square feet City/State/ZIP:Tigard,OR 97224 Garage/carport area: N/A square feet Suite/bldg./apt.no.: Project name:Lehr Covered porch area: N/A square feet Cross street/directions to job site:Hall Blvd Deck area: 315 square feet Other structure area: square feet REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision: l Lot no.: . Permit fees*are based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all Tax map/parcel no.: equipment,materials,labor,overhead,and the profit for the DESCRIPTION OF WORK work indicated on this application. Repair of deck beam and truss damage from tree strike. Valuation: $ Existing building area: square feet New building area: square feet ® PROPERTY OWNER ❑ TENANT Number of stories: Name:Ronald&Dona Lehr Type of construction: Address:8935 SW McDonald Street Occupancy groups: City/State/ZIP:Tigard,OR 97224 Existing: Phone:(503)705-0552 Fax:( ) New: ® APPLICANT ❑ CONTACT PERSON BUILDING PERMIT FEES* Business name:Great Western Restoration&Remodeling,Inc. (Please rejerro fee schedule) Structural plan review fee(or deposit): Contact name:Gary Shaw FLS plan review fee(if applicable): Address:PO BOX 489 Total fees due upon application: City/State/ZIP:Oregon City,OR 97045 Phone:(503)655-4739 Fax::(503)655-5845 Amount received: —19-- E-mail:gary@greatwesternrestoration.com PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* CONTRACTOR Corn - cial and residential prescriptive installati•• • roof-top : ted Photo Voltaic Solar Panel tern. Business name:Great Western Restoration&Remodeling,Inc. Submit two( -ts of roof plan with • ection details and fire departmen .ccess,along ;ii the 2010 Oregon Address:PO BOX 489 Solar Installation Spec i C.• checklist. City/State/ZIP:Oregon City,OR 97045 Permit Fee(include . :1 review $180.00 and .• strative -. . Phone:(503)655-4739 Fax:(503)655-5845 State surcharg- 2%of permit fee): $21.60 CCB lie.:99149 5//48 To . ee due upon application: $201.60 Authorized signature. This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. Print name:Gary Shaw Date:12/5/14 *Fee methodology set by Tri-County Building Industry Service Board. I:\Building\Permits\BUP-RESPermitApp.doc 02/24/2011 440-4613T(I 1/02/COM/WEB) FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT � = Transmittal Letter r It D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Ali DATE EIVED: �c.����VEp DEPT: BUILDING DIVISION DEC 92014 FROM: CJ ate' 1 c 1�0,„, CITY OF TIGAItD COMPANY: (-ca� est.w� 2 'kite!-,"o BUILDING DIVISION PHONE: 17'I - a O�f- t� 11 BY RE: Cl SS StA1 /lc Li\CJ` ,�5� 720&— '(� ( ite Address) (Yet Number) (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: I Description: I Copies: Description: Additional set(s)of plans. Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 3 Other explain): REMARKS: {0 ry\-- E L.,./G� 1 ; ©Y-, o R- 'VDQ L K, FOR O FIC USE ONLY Routed to Permit Technician: Date: (�[1 rj l `4_ Initials: Fees Due: Yes o Fee Description: Amount uD e: ❑ L1�-� P $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes ❑ No ❑ Done Applicant Notified: Date: Initials: 1.\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012 ( GREAT WESTERN • FULL SERVICE RESTORATION& II RESTORATION COMPANY n ,,. REMODELING • 24 HOUR EMERGENCY SERVICES • MITIGATION --. •=17.-A w Office 503.655.4739 • rig -1 •11■1127 FAX 503.655.5845 o • CONTENTS HANDLING VW!,11111 Nispw■ w greatwesternrestoration.com • INSURANCE SPECIALISTS 1 --r- T ---1 — 1 1 i : II 6-4 iik _____1_ _ ___r_ 1 ; ' 1 PIN DI 1 DWI -R. III.... 1 c qEC i 9201, ' I ‘-- IWI 0111, ' BU II IL 0 all i r % ----1 I ' II I r . 4 1 \ .... wi I MIMI A III I ' i II I 1 L_ 1 : _..., ! .. I 11111•11~ ■ ' Ili ! 74 6"-• .......... III c75.. I -- I CITY 0 „,.., 111 fTIGARD _____ II ' REVIEWED roltCODE COMPISANCir -----Arilroved: ---"-- -PPC': - - [ i H-7----1errait#: it16172-0R---67:77-473 .ffi.3. .....q0IiiegLW 11 (2 (0 Lot— .1.7) , , OPFKIE-covir "The Only Call You Need To Make” • DIAMOND ENGINEERING, LLC 3360 SW 121 Avenue,Beaverton Oregon 97005 RECEIVED Phone: 971-235-4301 — email: diamondengineer @msn.com December 3,2014 DEC 8 2014 Great Western Restoration&Remodeling CITY OFTIGARD P.O. Box 489 BUILDING DIVISION Oregon City,Oregon 97045 RE: Damage Structural Review Lehr 8935 SW McDonald Street Tigard,Oregon 97224 To Whom It May Concern: Diamond Engineering LLC has reviewed the above listed project for structural damage to the front deck beams and columns and the second floor rafter tails due to a downed tree. Inspection of said property occurred on December 3,2014 with representatives of Great western Restoration to review damage area and determine repairs required. Scope of Structural Damage: Front deck beam and two support columns Three rafter tails for the main house. Front deck beam has been replaced with a 4x10 DF-L#2 using the same support points. Two columns have been replaced with 6x6 cedar columns with Simpson ABU66 post base. Top of column has been cut to provide beam seat as per existing conditions. Joists and decking was not damaged from the tree. The above mentioned repairs to the deck along with lumber sizes and grades have been calculated and verified to be adequate for the applicable deck loads.(See attached calculations) Three roof rafter tails have been sheared off at the bearing wall line,along with two eave rafter. No additional damage to mfg trusses was observed. Provide new 2x4 rafter tails and extended back 4'-0" from the exterior bearing point. Sister new rafter tails to existing truss with 16d nails at 6"o.c.staggered full length of sister.Overhang to match existing conditions(approximately 2'-0"). Replace the two broken eave rafters,full length,with 2x6 DF-L#2,and match existing profile at overhang. If you have any questions,please do not hesitate to call. Sincerely, David K.Gorton, PE Principal �� 4 13 19�. O��.f 113 K. OSP Expires: ?/ 14109-structural review 12/3/2014 Diamond Engineering LLC Project Title: 3360 SW 121 Avenue Engineer: Project ID: Beaverton,Oregon 97005 Project Descr: 971-235-4301 971-235-4301 Printed. 3 DEC 2014,11:46AM Wood Column File=C:1D000ME-11 DIAMON-11MYDOCU-11DIAMON-1Uobs12014PR-1114109--11BEAMCH-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Lic.#: KW-06007065 Licensee: DIAMOND ENGINEERING LLC Description : deck column tiz,E 7k.. PLCZ C C�vi(NI Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Northern White Cedar Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 p Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 400 psi Fv 115 psi lx 76.255 ine4 Cf or Cv for Tension 1.0 Fb-Compr 400 psi Ft 250 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 250 psi Density 19.97 pcf Ct:Temperature Factor 1.0 Fc-Perp 370 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 600 600 600 ksi Use Cr:Repetitive? No(non-glb only) Minimum 220 220 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:41.951 lbs*Dead Load Factor AXIAL LOADS. . . BM 1:Axial Load at 10.0 ft, Xecc= 1.50 in, D=0.080,L=0.330, S=0.130 k BM 02:Axial Load at 10.0 ft, Xecc=4.0 in, D=0.2030, L=0.8510, S=0.5270 k - DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2771 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.008453 k Bottom along X-X 0.008453 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.703 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X -0.02066 in at 5.839 ft above base Fc:Allowable 203.236 psi for load combination:+D+0.750L+0.7505+H Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.002430 :1 Bending Compression Tension Load Combination +D+0.750L+0.750S+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 10.0 ft Applied Design Shear 0.4192 psi Allowable Shear 115.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.813 0.05286 PASS 0.0 ft 3.000368 PASS 10.0 ft +D+L+H 1.000 0.813 0.2450 PASS 0.0 ft 3.001928 PASS 10.0 ft +D+Lr+H 1.000 0.813 0.05286 PASS 0.0ft 3.000368 PASS 10.0ft +D+S+H 1.000 0.813 0.1597 PASS 0.0ft 3.001557 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.000 0.813 0.1969 PASS 0.0ft 3.001538 PASS 10.0 ft +D+0.750L+0.750S+H 1.000 0.813 0.2771 PASS 0.0 ft 3.002430 PASS 10.0 ft +D+0.60W+H 1.000 0.813 0.05286 PASS 0.0 ft 3.000368 PASS 10.0 ft +D+0.70E+H 1.000 0.813 0.05286 PASS 0.0ft 3.000368 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.813 0.1969 PASS 0.0ft 3.001538 PASS 10.0 ft +D+0.750L+0.750S+0.450W+H 1.000 0.813 0.2771 PASS 0.0 ft 3.002430 PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.813 0.2771 PASS 0.0ft 3.002430 PASS 10.0ft Diamond Engineering LLC Project Title: 3360 SW 121 Avenue Engineer: Project ID: Beaverton,Oregon 97005 Project Descr: 971-235-4301 971-235-4301 Printed:3 DEC 2014,11:46AM Wood Column File=C:1D000ME-11DIAMON-11MYD000-1DIAMON-11Jobs12014PR-1114109.11BEAMCH-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Lic.#: KW-06007065 Licensee : DIAMOND ENGINEERING LLC Description: deck column - Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.000 0.813 0.03171 PASS 0.0 ft 0.000221 PASS 10.0 ft +0.60D+0.70E+0.60H 1.000 0.813 0.03171 PASS 0.Oft 0.000221 PASS 10.Oft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H -0.001 0.001 k k 0.325 k +D+L+H -0.007 0.007 k k 1.506 k +D+Lr+H -0.001 0.001 k k 0.325 k +D+S+H -0.005 0.005 k k 0.982 k +D+0.750Lr+0.750L+H -0.005 0.005 k k 1.211 k +D+0.750L+0.750S+H -0.008 0.008 k k 1.703 k +D+0.60W+H -0.001 0.001 k k 0.325 k +D+0.70E+H -0.001 0.001 k k 0.325 k +D+0.750Lr+0.750L+0.450W+H -0.005 0.005 k k 1.211 k +D+0.750L+0.750S+0.450W+H -0.008 0.008 k k 1.703 k +D+0.750L+0.750S+0.5250E+H -0.008 0.008 k k 1.703 k +0.60040.60W+0.60H -0.001 0.001 k k 0.195 k +0.60D+0.70E+0.60H -0.001 0.001 k k 0.195 k D Only -0.001 0.001 k k 0.325 k Lr Only k k k L Only -0.005 0.005 k k 1.181 k . S Only -0.004 0.004 k k 0.657 k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H -0.0031 in 5.839 ft 0.000 in 0.000 ft +D+L+H -0.0164 in 5.839 ft 0.000 in 0.000 ft +D+Lr+H -0.0031 in 5.839 ft 0.000 in 0.000 ft +D+S+H -0.0132 in 5.839 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H -0.0131 in 5.839 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H -0.0207 in 5.839 ft 0.000 in 0.000 ft +D+0.60W+H -0.0031 in 5.839 ft 0.000 in 0.000 ft +D+0.70E+H -0.0031 in 5.839 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H -0.0131 in 5.839 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H -0.0207 in 5.839 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.5250E+H -0.0207 in 5.839 ft 0.000 in 0.000 ft +0.600+0.60W+0.60H -0.0019 in 5.839 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H -0.0019 in 5.839 ft 0.000 in 0.000 ft D Only -0.0031 in 5.839 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only -0.0133 in 5.839 ft 0.000 in 0.000 ft S Only -0.0101 in 5.839 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Diamond Engineering LLC Project Title: 3360 SW 121 Avenue Engineer: Project ID: Beaverton,Oregon 97005 Project Descr: 971-235-4301 971-235-4301 Printed:3 DEC 2014,11:46AM Wood Column File=C:1 DOCUME-11DIAMON-11MYD000-11DIAMON-1Uobs12014PR-1114109--11BEAMCH-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 Lic.#: KW-06007065 Licensee : DIAMOND ENGINEERING LLC Description: deck column Sketches y 051k _ t c *Loa 1 Load x Q= II 01 .a, 6x6 V 5.50 In Loads are total entered value.Arrows do not reflect absolute direction. • • • Diamond Engineering LLC Project Title: 3360 SW 121 Avenue Engineer: Project ID: Beaverton, Oregon 97005 Project Descr: 971-235-4301 971-235-4301 Pnnted. 3 DEC 2014.11:38AM File=C1 DOCUME-11DIAMON-11MYDOCU-11DIAMON-lUobs12014PR-111 41 09--11BEAMCH-1.EC6 Multi le Simple Beam ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Lic.#: KW-06007065 Licensee: DIAMOND ENGINEERING LLC Description : . Wood Beam Design : Existing Deck Joists - t/u pY rick C. I1 Ck- C fIL`Y Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending ' Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.010, L=0.040, S=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.020)L(0.080)S(0.050) Max fb/Fb Ratio = 0.869- 1 - 7 fb :Actual : 886.25 psi at 4.084 ft in Span#1 Fb:Allowable : 1,020.00 psi Load Comb: +D+0.750L+0.750S+H = Max fv/FvRatio= 0.452: 1 fv:Actual : 67.84 psi at 8.250 ft in Span#1 8.250 ft 1.o», 2x8 Fv:Allowable: 150.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.131 in Downward Total 0.192 in Left Support 0.08 0.33 0.20 Upward L+Lr+S -0.049 in Upward Total -0.072 in Right Support 0.10 0.41 0.26 Live Load Defl Ratio 490 >360 Total Defl Ratio 334 >180 Wood Beam Design : Deck Beam 4ZWPI- (5 13E+Al Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.050, L=0.210, S=0.130 k/ft,Trib=1.0 ft . Design Summary Max fb/Fb Ratio = 0.656: 1 D(0 050)L(0.210)S(0 130) fb Actual: 708.64 psi at 4.395 ft in Span#1 t-- z + Fb:Allowable : 1,080.00 psi Load Comb: +D+0.750L+0.7505+H 2 Max fv/FvRatio = 0.467: 1 10.380» 4.0 ft, 4x10 fv:Actual : 83.99 psi at 10.340 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr 5 WE H Downward L+Lr+S 0.095 in Downward Total 0.138 in Left Support 0.22 0.92 0.57 Upward L+Lr+S -0.041 in Upward Total -0.060 in Right Support 0 50 2.09 1.29 Live Load Defl Ratio 1304 >360 Total Defl Ratio 897 >180 Diamond Engineering LLC Project Title: 3360 SW 121 Avenue Engineer: Project ID: Beaverton,Oregon 97005 Project Descr: 971-235-4301 971-235-4301 Printed: 3 DEC 2014,11:40AM Wood Beam File=C:I DOCUME-11DIAMON-11MYDOCU-11DIAMON-11Jobs12014PR-1114109--11BEAMCH-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Lic.#: KW-06007065 Licensee: DIAMOND ENGINEERING LLC Description: deck beam two span CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Pr!' 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Completely Unbraced D(0.050)L(0.210)S(0.130) f V • V I 4x10 4x10 Span Span=10.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... ' Uniform Load on ALL spans: D=0.050, L=0.210, S=0.130 k/ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.566 1 Maximum Shear Stress Ratio = 0.357 : 1 Section used for this span 4x10 Section used for this span 4x10 fb :Actual = 696.63 psi fv:Actual = 73.82 psi FB:Allowable = 1,230.27 psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 0.000ft Location of maximum on span = 6.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio= 1693 Max Upward Transient Deflection -0.007 in Ratio= 10932 Max Downward Total Deflection 0.103 in Ratio= 1 166 Max Upward Total Deflection -0.010 in Ratio= 7526 Maximum Forces&S tresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C A Cr C m C t C L M fb F'b V fv F'v +D*H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.118 0.075 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.47 114.20 968.04 0.26 12.10 162.00 Length=10.0 ft 2 0.118 0.075 0.90 1.200 1.00 1.00 1.00 1.00 0.99 0.47 114.20 965.07 0.26 12.10 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.552 0.350 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.47 593.85 1075.07 1.36 62.93 180.00 • Length=10.0 ft 2 0.554 0.350 1.00 1.200 1.00 1.00 1.00 1.00 0.99 2.47 593.85 1071.32 1.36 62.93 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.085 0.054 1.25 1.200 1.00 1.00 1.00 1.00 0.99 0.47 114.20 1342.14 0.26 12.10 225.00 Length=10.0 ft 2 0.085 0.054 1.25 1.200 1.00 1.00 1.00 1.00 0.99 0.47 114.20 1335.94 0.26 12.10 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.333 0.210 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.71 411.13 1235.40 0.94 43.56 207.00 ' • Diamond Engineering LLC Project Title: 3360 SW 121 Avenue Engineer: Project ID: Beaverton,Oregon 97005 Project Descr: 971-235-4301 971-235-4301 Printed: 3 DEC 2014,11,40AM File CU-11DIAMON-1Uobs12014PR-1114109--11BEAMCH-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11,18,Ver:6.14.11.18 Lic.#: KW-06007065 Licensee : DIAMOND ENGINEERING LLC Description: deck beam two span • Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb F'b V fv F'v Length=10.0 ft 2 0.334 0.210 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.71 411.13 1230.27 0.94 43.56 207.00 • +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.353 0.223 1.25 1.200 1.00 1.00 1.00 1.00 0.99 1.97 473.94 1342.14 1.08 50.22 225.00 Length=10.0 ft 2 0.355 0.223 1.25 1.200 1.00 1.00 1.00 1.00 0.99 1.97 473.94 1335.94 1.08 50.22 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.564 0.357 1.15 1.200 1.00 1.00 1.00 1.00 0.99 2.90 696.63 1235.40 1.59 73.82 207.00 Length=10.0 ft 2 0.566 0.357 1.15 1.200 1.00 1.00 1.00 1.00 0.99 2.90 696.63 1230.27 1.59 73.82 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.067 0.042 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.47 114.20 1714.74 0.26 12.10 288.00 Length=10.0 ft 2 0.067 0.042 1 60 1 200 1.00 1.00 1.00 1.00 0.99 0.47 114.20 1703.72 0.26 12.10 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.067 0.042 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.47 114.20 1714.74 0.26 12.10 288.00 Length=10.0 ft 2 0.067 0.042 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.47 114.20 1703.72 0.26 12.10 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.276 0.174 1.60 1.200 1.00 1.00 1.00 1.00 0.99 1.97 473.94 1714.74 1.08 50.22 288.00 Length=10.0 ft 2 0.278 0.174 1.60 1.200 1.00 1.00 1.00 1.00 0.99 1.97 473.94 1703.72 1.08 50.22 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.406 0.256 1.60 1.200 1.00 1.00 1.00 1.00 0.99 2.90 696.63 1714.74 1.59 73.82 288.00 Length=10.0 ft 2 0.409 0.256 1.60 1.200 1.00 1.00 1.00 1.00 0.99 2.90 696.63 1703.72 1.59 73.82 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.406 0.256 1.60 1.200 1.00 1.00 1.00 1.00 0.99 2.90 696.63 1714.74 1.59 73.82 288.00 Length=10.0 ft 2 0.409 0.256 1.60 1.200 1.00 1.00 1.00 1.00 0.99 2.90 696.63 1703.72 1.59 73.82 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.040 0.025 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.28 68.52 1714.74 0.16 7.26 288.00 • Length=10.0 ft 2 0.040 0.025 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.28 68.52 1703.72 0.16 7.26 288.00 +40.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.040 0.025 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.28 68.52 1714.74 0.16 7.26 288.00 Length=10.0 ft 2 0.040 0.025 1.60 1.200 1.00 1.00 1.00 1.00 0.99 0.28 68.52 1703.72 0.16 7.26 288.00 Overall Maximum Deflections Load Combination Span Max.'"Deft Location in Span Load Combination Max.'+•Defl Location in Span 1 0.0000 0.000 +D+0.750L+0.750S+0.5250E+H -0.0096 4.425 +D+0.750L+0.750S+0.5250E+H 2 0.1029 5.531 0.0000 4.425 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.432 3.213 1.235 Overall MINimum 0.043 0.316 0.122 +D+H 0.071 0.527 0.203 +D+L+I 0.368 2.739 1.053 +D+Lr+H 0.071 0.527 0.203 +D+S+H 0.255 1.896 0.729 +D+0.750Lr+0.750L+H 0.294 2.186 0.840 +D+0.750L+0.750S+H 0.432 3.213 1.235 +D+0.60W+H 0.071 0.527 0.203 +D+0.70E+H 0.071 0.527 0.203 +D+0.750Lr+0.750L+0.450W+H 0.294 2.186 0.840 +D+0.750L+0.7505+0.450W+H 0.432 3.213 1.235 +D+0.750L+0.7505+0.5250E+H 0.432 3.213 1.235 +0.60D+0.60W+0.60H 0.043 0.316 0.122 +0.60D+0.70E+0.60H 0.043 0.316 0.122 D Only 0.071 0.527 0.203 Lr Only L Only 0.298 2.212 0.851 S Only 0.184 1.369 0.527 W Only E Only H Only Location: Record Type: Inspection Type: Result: Comments: Inspection Date: Record ID: Inspector: City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Tel: 503.718.2439 8935 SW MCDONALD ST, TIGARD, OR, 97224 Residential - Master Permit 299 Final inspection PASS - No C of O December 30, 2014 at 8:41:24 AM MST2014-00216 David Young Corrections done. Violation Summary: Inspector Contractor Location: Record Type: Inspection Type: Result: Comments: Inspection Date: Record ID: Inspector: City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Tel: 503.718.2439 8935 SW MCDONALD ST, TIGARD, OR, 97224 Residential - Master Permit 299 Final inspection FAIL December 11, 2014 at 11:58:26 AM MST2014-00216 David Young Wood exposed to the weather (R317.1 #6) to be pressure treated or decay resistant. Provide positive connections at post to beams and cantilevered joists to beams. R502.2.2 Violation Summary: Inspector Contractor