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Home My WebLink About127 Lopez Avenue Address: 127 Lopez Avenue 07 tQ4e-z, J 12/30/15, 16:25:10 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/30/15 ------ ------------ ------------ -- ADDRESS . : 127 LOPEZ AVE SUBDIV: CONTRACTOR : PHONE OWNER KUMPULA JOHN E PHONE PARCEL 06-30-10-5-0-2056-0000- APPL NUMBER: 15-00001466 RES REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESU RESULTS/COMMENTS --------------------------- -------------------------------------------------------------------- BL3 01 12/30/15 L BLDG FRAMING _ December 30, 2015 10:28:14 AM jlierly. John 457-4341 BL99 01 12/30/15 J L BLDG FINAL December 30, 2015 4:29:08 PM jlierly. ------------------------- ----------- COMMENTS AND NOTES -------------------------------------- LINDBE SMITH A R C H I L C T S December 29, 2015 Jim Lierly City of Port Angeles 321 East Fifth Street Port Angeles, WA 98362 RE: Kumpula Deck Cover I a'l L o Dear Jim: We were on site at the Kumpula residence to review the construction of the 5 covered deck. The owner has completed the construction and has installed the required knee braces and has made the positive connections at the beams/posts and posts/floor. The owner has on some of these connections used brackets other than what was called for on the drawings, but these substitution exceed the of connections called for on the drawings and has meet the intent of the drawings. If you have any additional questions, please contact us. (� Respectfully, Charles Smith, Architect/Princ pal LINDBERG & SMITH ARCHITECTS, INC., P.S. 319 south peabody suite b/port angeles wa 98362/360.452.6116 fax 360.452.7064 email contact@lindarch.com/www.lindarch.com %�' CITY OF PORT ANGELES �� DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 MOOO Application Number . . . . . 15-00001466 Date 12/09/15 Application pin number . . . 032508 Property Address . . . . . . 127 LOPEZ AVE ASSESSOR PARCEL NUMBER: 06-30-10-5-0-2056-0000- REPORT SALES TAX Application type description RES REMODEL on your state excise tax form Subdivision Name . . . . . . Property Use to the City of Port Angeles Property Zoning . . . . . . . RS7 RESDNTL SINGLE FAMILY (Location Code OSOL S' Application valuation . . . . 1500 ----------------------------------------------------------------------------- al , Application desc `i Install cover/wind break on existing deck -- ------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ KUMPULA JOHN E OWNER 127 LOPEZ AVE PORT ANGELES WA 983622535 -=-------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc DECK COVER/WIND BREAK Permit Fee . . . . 80.50 Plan Check Fee 52.33 Issue Date . . . . 12/09/15 Valuation . . . . 1500 Expiration Date 6/06/16 Qty Unit.Charge Per Extension BASE FEE 50.00 10.00 3.0500 HND BL-501-2K (3.05 PER C) 30.50 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- / � Fee summary Charged Paid Credited Due -.� ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 80.50 80.50 .00 .00 Plan Check Total 52.33 52.33 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 137.33 137.33 .00 .00 Qom. Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes �p null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended or abandoned ,_9, for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the rovisions of any state or local law regulating construction or the performance of t construction. �.l O rn A c Date Print Name nature of Contractor or Authorized Agent Signature ofwner(if o er is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 i IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. � s Inspection Type Date Accepted By Comments y. F FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bid Gas Line Back Flow/Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor e Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction - R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 CIT SRTANGELES. For City Use CITY OF ! Permit# vv A s H i lv G T o N , U . S. / Date Received: A/ 321 E 5th Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits@cit��ofpa.us BUILDING PERMIT A PLICATION q Project Address: UelAlae IWAG ^ Phone: Primary Contact: Email: p N Phone iT u 7d- Property1�Iailin Ad ress Email Owner ` e- City > State Zip Name �j Phone Contractor Address Email Information u q A1' , r C q City State Zipefj Contractor License# Date: r n Legal Description: Zoning: Tax Iyarcel# Project alue: (materials and labor) $ Residential ❑ Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following, fill out both pages of permit application: (check New Construction ❑ Exterior Remodel ❑ Addition ❑ Tenant Improvement ❑ appropriate) Mechanical ❑ Plumbing ❑ Other ❑ Fire Sprinkler System Proposed Irrigation System Proposed or Proposed Bathrooms Proposed Bedrooms or Existing? Yes 0 No 0 1 Existing? Yes 0 No 0 In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.storm.water@KLt-yofpa.us Project Description l 1 �^ Is project in a Flood Zone: Yes [3 NoO Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. ate Print Name ignature Residential Structures Existing Proposed Construction For Office Use Area Desbriptibiis(SQ;FT) Floor area Floor area $Value new area Basement First Floor Second Floor , Covered Deck/Porch/Entry Deck(over 30"or 2"d floor) Garage Carport Other(describe) Area Totals Commercial Structures Area Descriptions(SQ FT) Existing Proposed Construction For Office Use Floor area Floor area $Value new area Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft)foot print of %Lot Coverage(Total lot cov_lot size) Max Bldg Height all structures sq ft Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site cov_lot size) Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Water Heater # Plumbing Vent piping # Medical gas piping #of Outlets: Water Line # Fuel gas piping #of Outlets: Sewer Line # Industrial waste pretreatment interceptor Grease Trap) Size Other(describe): T:\Forms\2015 CED Form Updates\Building&Permitting\BP\Building Permit 20150415.docx FLOORS FILE R506.2.4 Reinforcement support. Where provided in or approved decay-resistant species, and a 2-inch (51 mm) slabs on ground, reinforcement shall be supported to nominal lumber band joist bearing on a sill plate or wall plate remain in place from the center to upper one third of the shall be constructed with `/Z-inch (12.7 mm) lag screws or slab for the duration of the concrete placement. bolts with washers in accordance with Table R507.2. Lag screws, bolts and washers shall be hot-dipped galvanized or stainless steel. ISECTION R507 R507.2.1 Placement of lag screws or bolts in deck led- DECKS gers and band joists.The lag screws or bolts in deck led- R507.1 Decks.Where supported by attachment to an exterior gers and band joists shall be placed in accordance with wall,decks shall be positively anchored to the primary struc- Table R507.2.1 and Figures R507.2.1(1) and R507.2.1(2). ture and designed for both vertical and lateral loads. Such R507.2.2 Alternate deck ledger connections. Deck led- attachment shall not be accomplished by the use of toenails or ger connections not conforming to Table R507.2 shall be nails subject to withdrawal.Where positive connection to the primary building structure cannot be verified during inspec- designed in accordance with accepted engineering prac- tion, decks shall be self-supporting. For decks with cantile- tice. Girders supporting deck joists shall not be supported vered framing members, connections to exterior walls or deck ledgers or band joists. Deck ledgers shall not be supported other framing members,shall be designed and constructed to supported on stone or masonry veneer. .resist uplift resulting from the full live load specified in Table R507.2.3 Deck lateral load connection. The lateral load R301.5 acting on the cantilevered portion of the deck. connection required by Section R507.1 shall be permitted R507.2 Deck ledger connection to band joist. For decks to be in accordance with Figure R507.2.3. Where the lat- supporting a total design load of 50 pounds per square foot eral load connection is provided in accordance with Figure (2394 Pa) [40 pounds per square foot(1915 Pa) live load plus 507.2.3, hold-down tension devices shall be installed in 10 pounds per square foot (479 Pa) dead load],the connection not less than two locations per deck,and each device shall between a deck ledger of pressure-preservative-treated have an allowable stress design capacity of not less than Southern Pine, incised pressure-preservative-treated Hem-Fir 1500 pounds (6672 N). NO.8 SCREWS AT 24 IN.O.C. TOP AND BOTTOM(TYR) I � I t L I l � HEADER JOIST, - 2-C-S HAP E AND A TRACK r+ F 4-NO.8 SCREWS THROUGH EACH LEG t OF CLIP ANGLE(ONE SIDE OF CONNECTION)MINIMUM LENGTH EQUALS r JOIST WEB DEPTH MINUS V,IN. r+ r r MINIMUM 2 IN.x 2 IN.CLIP ANGLE r WITH 4 NO.8 SCREWS THROUGH EACH LEG,BOTH SIDES OF CONNECTION ti / JOIST � I . � I TRIMMER JOIST, / 2-C-SHAPES AND A TRACK WS THROUGH WEBS AT 24 EN .ON CENTER (TYR) For SI: 1 inch=25.4 mm,1 foot=304.8 mm. FIGURE R505.3.8(4) COLD-FORMED STEEL FLOOR CONSTRUCTION:FLOOR HEADER TO TRIMMER CONNECTION-8-FOOT OPENING 146 2012 INTERNATIONAL RESIDENTIAL CODE® FLOORS TABLE R507.2 FASTENER SPACING FOR A SOUTHERN PINE OR HEM-FIR DECK LEDGER AND A 2-INCH-NOMINAL SOLID-SAWN SPRUCE-PINE-FIR BAND JOIST"9 (Deck live load=40 psf,deck dead load=10 psf) JOIST SPAN Wand less 6'1"to 8' 1 8'1"to 10' 1 10'1"to 12' 1 12'1"to 14' 14'1"to 16' 16'1"to 18' Connection details On-center spacing of fasteners" 1/2 inch diameter lag screw with 15/3z inch 30 23 18 15 13 11 10 maximum sheathing' '/2 inch diameter bolt with"/32 inch maximum 36 36 34 29 24 21 19 sheathing '/2 inch diameter bolt with 15/32 inch maximum_ 36 36 29 24 21 18 16 - sheathing and /2 inch stacked washers For SI: 1 inch=25.4 mm,I foot=304.8 mm.1 pound per square foot=0.0479 kPa. a. The tip of the lag screw shall fully extend beyond the inside face of the band joist. -b. The maximum gap between the face of the ledger board and face of the wall sheathing shall be i/2 inch. c. Ledgers shall be flashed to prevent water from contacting the house band joist. d. Lag screws and bolts shall be staggered in accordance with Section R507.2.1. e. Deck ledger shall be minimum 2 x 8 pressure-preservative-treated No. 2 grade lumber,or other approved materials as established by standard engineering practice. f. When solid-sawn pressure-preservative-treated deck ledgers are attached to a minimum 1-inch-thick engineered wood product(structural composite lumber, laminated veneer lumber or wood structural panel band Joist),the ledger attachment shall be designed in accordance with accepted engineering practice. g. A minimum 1 x 9'/2 Douglas Fir laminated veneer lumber rimboard shall be permitted in lieu of the 2-inch nominal band joist. h.Wood structural panel sheathing,gypsum board sheathing or foam sheathing not exceeding 1 inch in thickness shall be permitted.The maximum distance between the face of the ledger board and the face of the band joist shall be 1 inch. TABLE 507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS TOP EDGE BOTTOM EDGE ENDS ROW SPACING Ledger' 2 inches' 3/4 inch 2 inches" fLL11'/,mches' Band Joist` 3/4inch 2 inches 2 inches' 15/8ches" For SI: 1 inch=25.4 mm. a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1(1). b. Maximum 5 inches. c. For engineered rim joists,the manufacturer's recommendations shall govern. d.The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1). z STAGGER FASTENERS N IN 2 ROWS DO p �O p5.5"MIN.FOR 2 X 8' 'DISTANCE SHALL BE PERMITTED TO 5"MAX. 6.5"MIN.FOR 2 X 10 BE REDUCED TO 4.5"IF LAG SCREWS O O O O 7.5"MIN.FOR 2 X 12 ARE USED OR BOLT SPACING IS REDUCED TO THAT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS TO 2 X 8 2"MIN. BAND JOISTS. LEDGER LAG SCREW OR BOLT 3/4"MIN. For SI: 1 inch=25.4 mm. FIGURE R507.2.1(1) PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS 2012 INTERNATIONAL RESIDENTIAL CODE® 147 4 FLOORS R507.3 Wood/plastic composites. Wood/plastic composites R507.3.1 Installation of wood/plastic composites. used in exterior deck boards, stair treads, handrails and Wood/plastic composites shall be installed in accordance guardrail systems shall bear a label indicating the required with the manufacturer's instructions. performance levels and demonstrating compliance with the provisions of ASTM D 7032. EXTERIOR SHEATHING EXISTING STUD WALL EXISTING 2x BAND JOIST OR ENGINEERED RIM BOARD 2"MIN. I DECK JOIST 1-5/8"MIN.i 5"MAX. 11 2"MIN. LAG SCREWS OR BOLTS j FLOOR FRAMING _•y'.* _� .,y to to JOIST HANGER EXISTING ► FOUNDATION WALL For SI: 1 inch=25.4 mm. FIGURE R507.2.1(2) PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS HOLD-DOWN OR SIMILAR TENSION DEVICE FLOOR SHEATHING NAILINGAT 6 IN. MAXIMUM ON CENTER TO � JOIST WITH HOLD-DOWN + + + + + + + + + + FLOOR JOIST DECK JOIST For SI: 1 inch=25.4 mm. FIGURE 507.2.3 DECK ATTACHMENT FOR LATERAL LOADS 148 2012 INTERNATIONAL RESIDENTIAL CODE® r. BUILDING PLANNING R311.8.3 Handrails required. Handrails shall be pro- 2. Guards on the open side of stairs shall not have vided on at least one side of all ramps exceeding a slope of openings which allow passage of a sphere 4% one unit vertical in 12 units horizontal (8.33-percent inches (111 mm) in diameter. slope). R312.1.4 Exterior woodplastic composite guards. R311.8.3.1 Height. Handrail height, measured above Woodplastic composite guards shall comply with the pro- the finished surface of the ramp slope,shall be not less visions of Section R317.4. than 34 inches (864 mm) and not more than 38 inches R312.2 Window fall protection. Window fall protection ** (965 mm). shall be provided in accordance with Sections R312.2.1 and R311.8.3.2 Grip size.Handrails on ramps shall comply R312.2.2. with Section R311.7.8.3. R312.2.1 Window sills. In dwelling units, where the R311.8.3.3 Continuity. Handrails where required on opening of an operable window is located more than 72 ramps shall be continuous for the full length of the inches (1829 mm) above the finished grade or surface ramp:Handrail ends shall be returned or shall terminate below,the lowest part of the clear opening of the window in newel posts or safety terminals. Handrails adjacent shall be a minimum of 24 inches (610 mm) above the to a wall shall have a space of not less than 1'/,inches fininshed floor of the room in which the window is (38 mm) between the wall and the handrails. located. Operable sections of windows shall not permit openings that allow passage of a 4-inch-diameter (102 mm) sphere where such openings are located within 24 SECTION R312 inches (610 mm) of the finished floor. GUARDS AND WINDOW FALL PROTECTION Exceptions: R312.1 Guards.Guards shall be provided in accordance with 1. Windows whose openings will not allow a 4- Sections R312.1.1 through R312.1.4. inch-diameter (102 mm) sphere to pass through R312.1.1 Where required. Guards shall be located along the opening when the opening is in its largest open-sided walking surfaces, including stairs, ramps and opened position. landings, that are located more than 30 inches (762 mm) 2. Openings that are provided with window fall pre- measured vertically to the floor or grade below at any vention devices that comply with ASTM F 2090. point within 36 inches (914 mm) horizontally to the edge of the open side. Insect screening shall not be considered 3. Windows that are provided with window opening as a guard. control devices that comply with Section R312.2.2. R312.1.2 Height. Required guards at open-sided walking surfaces, including stairs, porches, balconies or landings, R312.2.2 Window opening control devices. Window shall be not less than 36 inches (914 mm) high measured opening control devices shall comply with ASTM F 2090. vertically above the adjacent walking surface, adjacent The window opening control device, after operation to fixed seating or the line connecting the leading edges of release the control device allowing the window to fully the treads. open,shall not reduce the minimum net clear opening area of the window unit to less than the area required by Sec- Exceptions: tion R310.1.1. 1. Guards on the open sides of stairs shall have a height not less than 34 inches (864 mm) mea- sured vertically from a line connecting the lead- SECTION R313 ing edges of the treads. AUTOMATIC FIRE SPRINKLER SYSTEMS 2. Where the top of the guard also serves as a hand- R313.1 Townhouse automatic fire sprinkler systems. An rail on the open sides of stairs, the top of the automatic residential fire sprinkler system shall be installed guard shall not be less than 34 inches (864 mm) in townhouses. and not more than 38 inches (965 mm) measured Exception: An automatic residential fire sprinkler system vertically from a line connecting the leading shall not be required when additions or alterations are edges of the treads. made to existing townhouses that do not have an automatic R312.1.3 Opening limitations.Required guards shall not residential fire sprinkler system installed. have openings from the walking surface to the required R313.1.1 Design and installation. Automatic residential guard height which allow passage of a sphere 4 inches fire sprinkler systems for townhouses shall be designed (102 mm) in diameter. and installed in accordance with Section P2904. Exceptions: R313.2 One-and two-family dwellings automatic fire sys- 1. The triangular openings at the open side of stair, tems. An automatic residential fire sprinkler system shall be formed by the riser, tread and bottom rail of a installed in one-and two-family dwellings. guard, shall not allow passage of a sphere 6 Exception: An automatic residential fire sprinkler system inches (153 mm) in diameter. shall not be required for additions or alterations to exist- 62 2012 INTERNATIONAL RESIDENTIAL CODE® 4X OP NO3 REAM 61MPWN EPC 66 P.T.4X6 "T . C TWUT FROM TX P.T.4X4 AS SROM . . EE BRACE (2)14'DIA LAG DOLTS 1 t MIK 9°EMBEDMENT ? 7CU� MTO REAM 6wom (9)IW DIA. y pJ LAG DOLTS 1NT015EAM d+ M p z v' IOD �34) 4GO I ,� PS. P.T. ?J f I�G ` S TOFE PMAMDF DF z t►i P.T. DF W2 NO 2 S Q n EXISTING 7X8 DECK P�T NU I EXISTING 7X8 DECK GPLAAE66gR�OOOF I P.T. o AREALONLTTHI6 --- --- t" �� EXIBTMG BEARING a PT. a m m Iv0 2 WALL TO REMAM pT xJ 7� ami a m a POBr84 rrmcAt I l")v p�T' --�--- a. m 415- 4-�4-c� 33 I ?CJD p,T- Na •Z ROOF FR,41"IINGc DECK FR,4MINCx �' e d L E r1 e SCU,V4'■I'-O' 8cALE,V4'-I'-<r !� t KUMcUl- f G A A-2 . l Project: d page ` Charles D Smith Location: Roof Beam 1 '' Roof Beam (2012 International Building Code(2012 NDS)] 3.61Nx9.25INx12.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:00:22 AM Section Adequate By:8.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN U760 Dead Load 0.12 in Total Load 0.31 IN U461 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 900 Ib 900 Ib Dead Load 585 Ib 585 Ib Total Load 1485 Ib 1485 Ib Bearing Length 0.68 in 0.68 in BEAM DATA Span Length 12 ft Unbraced Length-Top 4 ft 12 n Unbraced Length-Bottom 0 ft A B Roof Pitch 1.512 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING Side One: #2-Douglas-Fir-Larch(North) Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1165 psi Tributary Width: DL = 3 ft Cd=1.15 C1=0.99 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Roof Live Load: LL= 25 psf = Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL 15 psfTributary Width: TW= 3 ft Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi = Controlling Moment: 4456 ft-Ib Wall Load: WALL 0plf 6.0 ft from left support Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: 1485 Ib Adjusted Beam Length: Ladj= 12 ft At support. Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 150 plf Beam Uniform Dead Load: wD_adj= 98 plf Comparisons with required sections: Read Provided Total Uniform Load: wT= 248 plf Section Modulus: 45.92 in3 49.91 in3 Area(Shear): 10.76 in2 32.38 int Moment of Inertia(deflection): 90.23 in4 230.84 in4 Moment: 4456 ft-Ib 4844 ft-Ib Shear: 1485 lb 4468 lb � � a Page Project: Charles D Smith / Location:Roof Rafter 2 rr Roof Rafter [2012 International Building Code(2012 NDS)] .:.. 3!5 IN x 7.25 IN x 7.0 FT(6+1)@ 48 O.C. ., . #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:02:39 AM Section Adequate By:358.3% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.02 IN U4332 0.00 IN 2L/MAX Dead Load 0.01 in 0.00 in Total Load 0.03 IN U2763 0.00 IN 21JInfinity Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 75 plf 300 Ib Upper Dead Load @ A 44 plf 177 Ib Upper Total Load @ A 119 plf 477 Ib Lower Live Load @ B 102 plf 408 Ib Lower Dead Load @ B .62 plf 248 Ib .. Lower Total Load @ B 164 plf 657 Ib .... A RAFTER SUPPORT DATA e n B �n--� A_ B Bearing Length 0.22 in 0.30 in RAFTER LOADING RAFTER DATA Interior Eave Uniform Roof Loading Span Length 6 ft 1 ft Roof Live Load: LL= 25 psf Rafter Pitch 2 :12 Roof Dead Load: DL= 15 psf Roof sheathing applied to top of joists-top of rafters fully braced. Slope Adjusted Spans And Loads Roof Duration Factor 1.15 Interior Span: L-adj= 6.08 ft Peak Notch Depth 0.00 Eave Span: L-Eave-adj= 1.01 ft Base Notch Depth 0.00 Rafter Live Load: wL-adj= 97 plf MATERIAL PROPERTIES Eave Live Load: wL-Eave-adj= 97 plf #2-Douglas-Fir-Larch(North) Rafter Dead Load: wD-adj= 59 plf Base Values Adjusted Rafter Total Load: wT-adj= 156 plf Bending Stress: Fb= 850 psi Fb'= 1271 psi Eave Total Load: . wT-Eave-adj= 156 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 709 ft-Ib 2.939 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -489 Ib 5.918 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Rec0 Provided Section Modulus: 6.69 in3 30.66 in3 Area(Shear): 3.54 in2 25.38 in2 Moment of Inertia(deflection): 7.24 in4 111.15 in4 Moment: 709 ft-Ib 3247 ft-Ib e Shear: -489 lb 3502 lb Project: Charles D Smith Location: Roof Beam 3 / Roof Beam . of [2012 International Building Code(2012 NDS)] 15 INx3.5INx4.OFT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:04:16 AM Section Adequate By: 125.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1429 Dead Load 0.02 in Total Load 0.05 IN L/877 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 100 Ib 100 Ib Dead Load 63 Ib 63 Ib Total Load 163 Ib 163 Ib Bearing Length 0.17 in 0.17 in BEAM DATA Span Length 4 ft _ - Unbraced Length-Top 4 ft A an —B Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADINGSide One: #2-Douglas-Fir-Larch(North) Base Values Adjusted Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1438 psi Tributary Width: DL = 1 ft Cd=1.15 C/=0.98 CF=1.50 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Roof Live Load: LL= 25 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL= 15 psfTributary Width: TW= 1 ft 'Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 163 ft-Ib Wall Load: WALL= 0plf 2.0 ft from left support Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: -163 Ib Adjusted Beam Length: Ladj= 4 ft At support. Beam Self Weight: BSW= 1 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 50 plf Beam Uniform Dead Load: wD_adj= 32 plf Comparisons with required sections: Read Provided Total Uniform Load: WT= 82 plf Section Modulus: 1.36 in3 3.06 in3 Area(Shear): 1.18 in2 5.25 int Moment of Inertia(deflection): 1.1 in4 5.36 in4 Moment: 163 ft-Ib 367 ft-Ib Shear: -163 lb 725 lb a Project: y Page Charles D Smith Location: Roof Beam 4 / Roof Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 8.25 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:05:38 AM Section Adequate By: 129.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2339 Dead Load 0.03 in Total Load 0.07 IN U1414 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 619 Ib 619 Ib Dead Load 405 Ib 405 Ib Total Load 1023 Ib 1023 Ib Bearing Length 0.47 in 0.47 in BEAM DATA Span Length 8.3 ft _a Unbraced Length-Top 4 ft A 8.25 ft B Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADINGSide One: #2-Douglas-Fir-Larch(North) Base Values Adjusted Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1165 psi Tributary Width: TW= 3 ft Cd=1.15 C1=0.99 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Roof Live Load: LL= 25 psf = Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL 15 psfTributary Width: TW= 3 ft Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi = Controlling Moment: 2111 ft-Ib Wall Load: WALL 0plf 4.125 ft from left support Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: -1023 Ib Adjusted Beam Length: Ladj= 8.25 ft At support. Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 150 plf Beam Uniform Dead Load: wD_adj= 98 plf Comparisons with required sections: Recd Provided Total Uniform Load: wT= 248 plf Section Modulus: 21.75 in3 49.91 in3 Area(Shear): 7.42 int 32.38 in2 Moment of Inertia(deflection): 29.38 in4 230.84 in4 Moment: 2111 ft-Ib 4844 ft-Ib Shear: -1023 Ib 4468 Ib e e Page ,, Project: Charles D Smith / Location: Roof Beam 5 Roof Beam rc , of [2012 International Building Code(2012 NDS)] 37.5 INx9.25INx12.OFT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:09:50 AM Section Adequate By: 111.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1520 Dead Load 0.07 in Total Load 0.16 IN L/894 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 450 Ib 450 Ib Dead Load 315 Ib 315 Ib Total Load 765 Ib 765 Ib Bearing Length 0.35 in 0.35 in BEAM DATA Span Length 12 ft �, Unbraced Length-Top 4 ft A 12n B Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING #2-Douglas-Fir-Larch(North) Side One:Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1165 psi Tributary Width: DL = 0 ft Cd=1.15 C1=0.99 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL= 15 psfTributary Width: TW= 3 ft Comp.-L to Grain: Fc-1= 625 psi Fc- 625 psi Wall Load: WALL= 0 Controlling Moment: 2295 ft-Ib plf 6.0 ft from left support Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: -765 Ib Adjusted Beam Length: Ladj= 12 ft At support. Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 75 plf Beam Uniform Dead Load: wD_adj= 52 plf Comparisons with required sections: Read Provided Total Uniform Load: WT= 127 plf Section Modulus: 23.65 in3 49.91 in3 Area(Shear): 5.54 int 32.38 in2 Moment of Inertia(deflection): 46.47 in4 230.84 in4 Moment: 2295 ft-Ib 4844 ft-Ib Shear: -765 Ib 4468 Ib a a Project: 1"W1 page -- Charles D Smith Location: Roof Beam 6 / Roof Beam. �. of [2012 International Building Code(2012 NDS)] t . 3.5 IN x 9.25 IN x 8.33 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:10:53 AM Section Adequate By:338.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4545 Dead Load 0.02 in Total Load 0.04 IN L/2673 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:0180 REACTIONS A B Live Load 312 Ib 312 Ib Dead Load 219 Ib 219 Ib Total Load 531 Ib 531 Ib Bearing Length 0.24 in 0.24 in BEAM DATA Span Length 8.3 ft Unbraced Length-Top 4 ft A 8.33 11 —B Unbraced Length-Bottom 0 ft Roof Pitch 2 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING #2-Douglas-Fir-Larch(North) Side One: Base Values Adiusted Roof Live Load: LL= 25 psf Bending Stress: Fb= 850 psi Fb'= 1165 psi Roof Dead Load: DL= 15 psfTributary Width: TW= 0 ft Cd=1.15 C1=0.99 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 = Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Dead Load: DL 15 psfTributary Width: TW= 3 ft Comp.-L to Grain: Fc-1= 625 psi Fc- L'= 625 psi Controlling Moment: 1106 ft-Ib Wall Load: WALL= 0 4.165 ft from left support plf Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: 531 Ib Adjusted Beam Length: Ladj= 8.33 ft At support. Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 75 plf Beam Uniform Dead Load: wD_adj= 52 plf Comparisons with required sections: Read Provided Total Uniform Load: WT= 127 plf Section Modulus: 11.39 in3 49.91 in3 Area(Shear): 3.85 int 32.38 int Moment of Inertia(deflection): 15.54 in4 230.84 in4 Moment: 1106 ft-Ib 4844 ft-Ib Shear: 531 Ib 4468 lb t e Project: ;NAY page Charles D Smith Location: DECK 7 Multi Loaded Multi-Span Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 12.33 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:17:02 AM Section Adequate By:20.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1619 Dead Load 0.07 in Total Load 0.16 IN U940 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 450 Ib 450 Ib Dead Load 344 Ib 344 Ib Total Load 793 Ib 795 Ib 1 Bearing Length 0.36 in 0.36 in BEAM DATA Center Span Length 12.33 ft Unbraced Length-Top 6.17 ft A 12.33 ft _g Unbraced Length-Bottom 12.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch North Uniform Live Load 0 plf (North) Base Values Adusted P Uniform Dead Load 0 If Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 924 psi Total Uniform Load 8 plf Cd=1.00 C/=0.99 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 900 Ib Comp.-L to Grain: Fc-1 = 625 psi Fc-1'= 625 psi Dead Load 585 Ib Location 6.17 ft Controlling Moment: 4733 ft-Ib 6.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -795 Ib 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 61.44 in3 73.83 in3 Area(Shear): 6.62 int 39.38 in2 Moment of Inertia(deflection): 105.99 in4 415.28 in4 Moment: 4733 ft-Ib 5687 ft-Ib Shear: -795 lb 4725 lb 6 ! ae Project: Charles D Smith Location: DECK 8 Multi-Loaded Multi-Span Beam ,8 � , « of [2012 International Building Code(2012 NDS)] 5*5 IN x 11.5 IN x 12.33 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:19:19 AM Section Adequate By: 10.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN U1308 Dead Load 0.08 in Total Load 0.19 IN U761 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 759 Ib 760 Ib Dead Load 577 Ib 578 Ib Total Load 1336 Ib 1338 Ib Bearing Length 0.39 in 0.39 in BEAM DATA Center Span Length 12.33 ft -- --.- — Unbraced Length-Top 6.17 ft -A- ------------ 12.33 ft B Unbraced Length-Bottom 12.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch(North) Uniform Live Load 0 plf Base Values Adjusted Uniform Dead Load 0 plf Beam Self Weight 13 plf Bending Stress: Fb= 675 psi Fb'= 871 psi Total Uniform Load 13 plf Cd=1.00 C1=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Live Load 1519 Ib 'Comp.-L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Dead Load 990 Ib Location 6.17 ft Controlling Moment: 7983 ft-Ib 6.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1338 Ib 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 110.02 in3 121.23 in3 Area(Shear): 11.81 in2 63.25 in2 Moment of Inertia(deflection): 219.95 in4 697.07 in4 Moment: 7983 ft-Ib 8796 ft-Ib Shear: -1338 lb 7168 Ib a � a page Project: LCharles D Smith Location: DECK 8 / Multi-Loaded Multi-Span Beam .. of [2012 International Building Code(2012 NDS)] yM (4) 1.5 IN x 7.25 IN x 12.33 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.1.4 10/21/2015 7:20:28 AM Section Adequate By:2.3% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/704 Dead Load 0.15 in Total Load 0.36 IN L/407 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 474 Ib 475 Ib Dead Load 367 Ib 368 Ib Total Load 841 Ib 843 Ib Bearing Length 0.22 in 0.22 in BEAM DATA Center Span Length 12.33 ft _- Unbraced Length-Top 6.17 ft A 12.33 ft - B Unbraced Length-Bottom 12.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 850 psi Fb' 1170 psi Total Uniform Load 9 plf Cd=1.00 C1=1.00 CF=1.20 Cr-1.15 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 949 Ib Comp.-L to Grain: Fc--L,= 625 psi Fc--L'= 625 psi Dead Load 621 Ib Location 6.17 ft Controlling Moment: 5011 ft-Ib 6.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -843 Ib 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 51.4 in3 52.56 in3 Area(Shear): 7.02 in2 43.5 in2 Moment of Inertia(deflection): 112.27 in4 190.54 in4 Moment: 5011 ft-Ib 5125 ft-Ib Shear: -843 lb 5220 lb r o a Project: � Charles D Smith Location: DECK 9 / Multi-Loaded Multi-Span Beam of [2012 International Building Code(2012 NDS)] (4)3.125 IN x 12.0 IN x 12.83 FT(10.8+2) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.4 10/21/2015 8:32:49 AM Section Adequate By:379.1% Controlling Factor:Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.05 IN U2760 -0.03 IN 2U1724 Dead Load 0.02 in -0.01 in Total Load 0.06 IN U2047 -0.04 IN 2U1368 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 2670 Ib 4280 Ib Dead Load 1074 Ib 2061 Ib Total Load 3744 Ib 6340 Ib Bearing Length 0.46 in 0.78 in BEAM DATA Center Right Span Length 10.83 ft 2 ft .. ... .:.. __ �._ �.- Unbraced Length-Top 1.33 ft 1.33 ft _A 10.83 n ! 2 ft Unbraced Length-Bottom 10.83 ft 2 ft B -� Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Right 24F-V4-Visually Graded Western Species Uniform Live Load 493 plf 493 plf Base Values Adjusted Uniform Dead Load 185 plf 185 plf Bending Stress: Fb= 2400 psi Controlled by: Beam Self Weight 33 plf. 33 plf Fb_cmpr= 1850 psi Fb'= 2399 psi Total Uniform Load 711 plf 711 plf • Cd=1.00 C1=1.00 POINT LOADS-RIGHT SPAN Shear Stress: Fv= 265 psi Fv'= 265 psi Load Number One Cd=1.00 Live Load 4501b ' Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Dead Load 344 Ib Comp.-L to Grain: Fc- L= 650 psi Fc--L'= 650 psi Location 2 ft Controlling Moment: 9863 ft-Ib 5.31 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4125 Ib 11.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Reg'd Provided Section Modulus: 49.33 in3 300 in3 Area(Shear): 23.35 int 150 in2 Moment of Inertia(deflection): 375.69 in4 1800 in4 Moment: 9863 ft-Ib 59984 ft-Ib Shear: -4125 Ib 265001b 0 p Project: } a+ :; Page .; ( Charles D Smith Location: DECK 10 / Multi-Loaded Multi-Span Beam zP or [2012 International Building Code(2012 NDS)] (43)3.125INx12.0INx10.5FT 4`F 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.4 10/21/2015 8:33:42 AM Section Adequate By:463.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2804 Dead Load 0.02 in Total Load 0.07 IN L/1913 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A_ B Live Load 2973 Ib 2679 Ib Dead Load 1440 Ib 1212 Ib Total Load 4413 Ib 3891 Ib ] Bearing Length 0.54 in 0.48 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 1.33 ft 10.5 ft Unbraced Length-Bottom 10.5 ft A B Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.02 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 493 plf MATERIAL PROPERTIES Uniform Dead Load 185 plf 24F-V4-Visually Graded Western Species Beam Self Weight 33 plfTotal Uniform Load 711 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2399 psi Load Number One Cd=1.00 C1=1.00 Live Load 475 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 368 Ib Cd=1.00 Location 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi ^ Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Controlling Moment: 10653 ft-Ib 5.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4413 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 53.28 in3 300 in3 Area(Shear): 24.98 int 150 int Moment of Inertia(deflection): 231.07 in4 1800 in4 Moment: 10653 ft-Ib 59984 ft-Ib Shear: 4413 Ib 26500 lb 4 Y Address: 127 Lopez Avenue THE R 1 1 V GELES For City Use °is CITY�OF Permit# WA S H 1 NG pi �o- T O N, U . S. Date Received: 321 E Slh Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permitsOcityofpa.us BUILDING PERMIT APPLICATION Project Address: 7 L p LZ Vc-/� P0r• Phone: a y Primary Contact:Jo kh Email: Name el'tP ne / 1'4 Property Maili g Ad ress m 'I /! Owner / City ysy State Zip Name Phone r.W4 f Contractor Address Email �i Information City State zip o tractors Lic Exp.Date: Legal Description. Zoning: Tax Parcel# Project Value: (materials and labor) Resi ential Commercial ❑ Industrial ❑ Public ❑ Demolition 11 Fire E] Repair ❑. Reroof tear off/lay over ❑Permit p � � Classification For the following, fill out both pages of permit application: (check New Construction & Exterior Remodel ❑ Addition ❑ Tenant Improvement ❑ appropriate) Mechanical ❑ Plumbing ❑ Other ❑ Fire Sprinkler System? Irrigation System? Proposed Bathrooms Proposed Bedrooms Yes 0 No 9 Yes ® No 0 Q V Project Description Over j^ Is project in a Flood Zone: Yes 0 NoJ3 Flood Zone Type: If in a Flood Zone,what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date Print Name ignature Residential Structures ` For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or i" floor) Garage Carport " Other(describe) Area Totals Commercial Structures 9 For Office Use, Area Descriptions(SQ FT) Existing Proposed ss Value F Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations ` Lot Size(sq ft) Lot Coverage(sq ft)'. %Lot Coverage(Total lot coverage_lot size) foo �&,ff, t Site Coverage (Sq Ft of all impervious) %of Site Cpverage(total site coverage_lot size) Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # k Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # re air/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping 4 of Outlets: Ventilation Fang single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # Plumbing Vent piping # Sewer Line # Industrial waste pretreatment interceptor Grease Trap) Size Other(describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx 1 l — — m ■ ..is -- -- _ _ — All `-7 t a � - J �f y( J. � �� ' `�_. � :tib`'.►.-\ M` � �.G i. 44 xis I �I- `` � r- +- � ` _ .' �i •-."'�, � ti"'� "= lik r S, 10 . . � .E•"°.:4:.r: ,. � ' �-s`!l,tea 1 •, z, . s r T i`•C. � .L L- � �• ,ar/��• R: �I';•:�. � .sir. .� H=r ••" •Lr z, � r wri..�r:--:w— _ � 1�8!!_C31ahiA'-V'1.`�'e;w�� Irl� �:�••�wll�f-w �� •.� �v fH a.fe.Q r/a. _. -- 1� . iia>• 1. 1