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2007, 02-14 Permit App: 07000447 Addition Project Number: 07000447 Inv: 1 Application Date: 2/14/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: - ' , • " Contact: TWIN HOMES Address: PO BOX 928 C-S-Z: NEWMAN LAKE WA 99025 Setbacks: Front Left: Right: Rear: Phone: (509)879-0843 Group Name: Project Name: Site Information: Plat Key: 005751 Name: PARC CENTRE District: Sout Parcel Number: 45213.2803 Block: 3 Lot: SiteAddress: 11011 E 12TH AVE Owner:Name: PAWLACYK,RICHARD A&KRIS Address: 11011 E 12TH AVE Location::CSV SPOKANE VALLEY,WA 99206 Zoning: UR-3.5 Urban Residential 3.5 Water District: 007 MODEL Hold: ❑ Area: 12,257 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 40 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: ..,; e am � w,m � � '4`J WANAT d .._._ �_.. . Review Building Plan Review Released By: "^ - I Landuse/Zoning/HE Conditions Released',By: f I Permits: -- , Operator: jmm Printed By: JD Print Date: 2/14/2007 Project Number: 07000447 Inv: 1 Application Date: 2/14/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit —— — Building Permit Contractor: TWIN HOMES Firm: TWIN HOMES Address: PO BOX 928 Phone: (509)879-0843 NEWMAN LAKE WA 99025 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation RES ADD 2F R-3 VB FIREPLACE 0 $6,100.00 0 $6,100.00 Totals: 0 $6,100.00 0 $6,100.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $139.25 WSBC SURCHARGE 1 SELECT $4.50 SF PLNS RVW<7999 SQ FT 1 SELECT $55.70 Permit Total Fees: $199.45 Mechanical Permit Contractor: TWIN HOMES Firm: TWIN HOMES Address: PO BOX 928 Phone: (509)879-0843 NEWMAN LAKE WA 99025 Item Description Units Unit Desc Fee Amount GAS PIPING 1 #OF UNITS $1.00 GAS LOG OR GAS INSERT 1 NUMBER OF $10.00 Permit Total Fees: $11.00 OK TO ISSUE SEWER PERMITS PER BILLY 6/30/98 Payment Summary' . �_.- wa.. Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $199.45 $199.45 $0.00 $199.45 Mechanical Permit $11.00 $11.00 $0.00 $11.00 $210.45 $210.45 $0.00 $210.45 Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: jmm Printed By: JD Print Date: 2/14/2007 • ', Permit Center Wane 11707 E Sprague Ave, Suite 106 PERMIT NUMBER: 40000 Valley Spokane Valley,WA 99206 (509)68 - 6_,F'AX (509)688-0037 PERMIT FEE: Community Development Nyvv'iv.s _ e '611r 'o r ,cti ``';i ,T7F.::::\, , � I )r Residential Construc EB 1 2007 !l yv Construction ❑ Accessory Bldg Permit Application L�J LU! ❑ ition/Remodel ❑ Deck IP :U [1` , ler: SITE ADDRESS .!' `'// e-O /2"-r-4' j ka"., iJc-jl.y lf-7 ci 7 o ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building owner rr Contractor - Name: !Kt`c Lid, L,t) 1}}6,c y , Name: TA" ;& go vvi e.S Address: /loll A' i.11 ve_KiAt. Address: ►'o l?GX , .C{ City: ipo k�w, i)uI1,y Zip: City: /./ewvna,v. /4.lac. Zip 9 yc 2 5 - Phone: 5Gq x9_41.6 DKK Fax: Phone: g 7q...0 r4'3 Fax: Lic No w d c, P Date. -c•7- Contact Person City Business Lic No: Name: i(e e .r/t is c..:.- . . . E�1 7 4 7 7 0 3 �Qf4 sild 4•P]v"1. Phone: s ?4 0:..(;43 .— 'r"/-E1 5 2. Describe the scope of work in detail: Cost of Project: $ 6/a4.2- ° Xced.- ` A-.---,,,c.., j ice c'e ,Sc-7C Fi° - **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: AREA: / O FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: PROPERTY: #OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? DISCLAIMER The permitee verifies,acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling,the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal,state or local laws, codes or ordina,p�ces.6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be prdces Signature 4 ,�,`"f Date —/ °—7 Method of R.yment (Faxed ermit applications will only be accepted with major bankcard) 0 Cash r Check 0 Mastercard 0 VISA 0 Other Bankcard#: Expires: VIN#: Authorized Signature: REVISED 8252005 p Valley - 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevaltey.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans • With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor: Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22"X 30" attic access location ❑ 18" X 24" crawl space access: ❑ One-hour separation detail: between house and garage O Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. . ❑ All header locations: type, size, and connections ❑ Foundation plan O Insulation information _ Permit Center Spokane 11707 E Sprague Ave,Suite 106 PERMIT NUMBER: (77 Valley Spokane Valley,WA 99206 /C3� (509)688-0036 FAX:(509)688-0037 / Community Development www.spokanevallev.ore PERMIT FEE: [[� Mechanical Permit Application ❑ Commercial 0 Residential SITE ADDRESS: //©// Z.7 lZZ 111 Aie•Ptix- // , SAOka+rC t)c ((e�j /1)0 - ?9,206Building Owner kid,,rytc D'i<vr ft / LJ /Gi.G;/ Name: Phone: co R,q O ry q Fax: Address: �� City: State: Zip: //eV/ eif Aytc.tv,t slx'�w� vµit y �� . yf.za Contractor - Name: Phone: Fax: TW;✓l 11v44t3 Address: City: State:L.00 - Zip: �, RC+,>< 902 At .i..J ami ad/4.Au L c y�o Z S License No: a� / to J N,h'# 1,/ in l- City Business Lic: !:l/ 2,7 70 -T Contact Name: -e y �G�S C7 v._ Phone: lc? `1"--(5 a`f3 - q /- ; 5�Z DESCRIPTION OF WORK #OF UNITS X COST = TOTAL AMOUNT 1 FUEL BURNING APPLIANCE Equal to or less than 100,000 X $12.00 = 2 FUEL BURNING APPLIANCE More than 100,000 X $15.00 = 3 UNLISTED APPLIANCE(Additional Fee) Equal to or less than 400,000 X $50.00 = 4 UNLISTED APPLIANCE(Additional Fee) More than 400,000 X $100.00 = 5 USED APPLIANCE(WSEC min.AFUE rating) Equal to or less than 400,000 X $50.00 = 6 USED APPLIANCE(WSEC min.AFUE rating) More than 400,000 X $100.00 = 7 BOILER/REFRIGERATION 1-100M BTU X $12.00 = 8 BOILER/REFRIGERATION 101-500M BTU X $20.00 = 9 BOILER/REFRIGERATION 501-1,000M BTU X $25.00 = 10 BOILER/REFRIGERATION 1,001-1,750M BTU X $35.00 = 11 BOILER/REFRIGERATION More than 1,750M BTU X $60.00 = 12 GAS LOG,GAS INSERT,GAS FIREPLACE / X $10.00 = 13 RANGE X $10.00 = 14 DRYER X $10.00 = 15 FUEL BURNING WATER HEATER X $10.00 = 16 MISC.FUEL BURNING APPLIANCE X $10.00 = 17 GAS PIPING(each outlet) / X $1.00 = 18 DUCT SYSTEMS X $10.00 = 19 VENTILATING FANS X $10.00 = 20 AIR HANDLER(DOES NOT include ducting) Equal to or less than 10,000 CFM X $12.00 = 21 AIR HANDLER(DOES NOT include ducting) Greater than 10,000 CFM X $15.00 = 22 EVAPORATIVE COOLERS X $10.00 = 23 TYPE I HOOD X $50.00 = 24 TYPE II HOOD X $10.00 = 25 HEAT PUMP/AIR CONDITIONER 0-3 TON X $12.00 = 26 AIR CONDITIONER 3-15 TON X $20.00 = 27 AIR CONDITIONER 15-30 TON X $25.00 = 28 AIR CONDITIONER 30-50 TON X $35.00 = 29 AIR CONDITIONER More than 50 TON X $60.00 = 30 LPG STORAGE TANK X $10.00 = 31 WOOD OR PELLET STOVE/INSERT X $10.00 = 32 WOOD STOVE-FREE STANDING X $25.00 = 33 REPAIR&ADDITIONS X $15.00 = 34 VENTILATION SYSTEMS X $12.00 = 35 VENTILATION MECHANICAL EXHAUST X $12.00 = 36 INCINERATOR-RESIDENCE X $19.00 = 37 INCINERATOR-COMMERCIAL X $22.00 = METHOD OF PAYMENT: SUBTOTAL ❑CASH CHECK ElVISA 0 MC EXPIRES: PROCESSING FEE $35.00 CARD#: VIN: TOTAL PERMIT FEE DUE: AUTHORIZED SIGNATURE: REVISED 8/26/05 Permit Center Spokane 11707 E Sprague Ave,Suite 106 PERMIT NUMBER: svailey Spokane Valley,WA 99206 �/ (509)688-0036 FAX:(509)688-0037 Community Development www.spokanevallev.ore PERMIT FEE: Plumbing Permit Application ❑ Commercial ❑ Residential SITE ADDRESS: Building Owner.. Name: Phone: Fax: Address: City: State: Zip: Contractor Name: Phone: Fax: Address: City: State: Zip: License No: City Business Lic: Contact Name: Phone: DESCRIPTION OF WORK 11 OF UNITS X COST = TOTAL AMOUNT 1 TOILETS WATER CLOSET,BIDETS X $6.00 = 2 URINALS X $6.00 = 3 TUBS X $6.00 = 4 SHOWERS(PER TRAP) BATH,STALL,ON-SITE BUILT X $6.00 = LAVSBASINS,BAR,FLOOR,KITCHEN, 5 SINKS LAUNDRY,UTILITY,JANITOR,PHOTO, X $6.00 = X-RAY,FOOD;PREP/CULINARY MEAT 6 DISHWASHER X $6.00 = 7 CLOTHES WASHER X $6.00 = 8 GARBAGE DISPOSAL X $6.00 = • 9 WATER SOFTENER X $6.00 10 ELECTRIC HOT WATER TANK NOTE: IF GAS,SEE MECHANICAL X $6.00 =AREA,CASE,COIL,TRENCH, 11 FLOOR DRAINS CONDENSATE X $6.00 = 12 ROOF DRAINS/OVERFLOW DRAINS X $6.00 = 13 FOUNTAINS,DRINKING X $6.00 = WATER PIPING/DRAIN-IN WASTE, NSTALLATION,ALTERATION,REPAIR, 14 VENT,PLUMBING,REVERSAL REVERSALS X $6.00 = 15 SEWAGE EJECTOR GRINDER,SUMP PUMP X $6.00 ICE AN/OR COFFEE MAKER,HOSE BIB, 16 WATER USING DEVICE STEAMER X $6.00 = PROOFER,CARBONATOR,SWAMP COOLER VACUUM BREAKER,CHECK VALVE, AND R.P.B.P.D.FOR: VATS,TANKS, 17 CROSS CONNECTION DEVICE BOILERS X $6.00 = GREASE TRAP,SAND TRAP, 18 INTERCEPTORS CHEMICAL HOLDING TANK X $6.00 19 MEDICAL GAS(per outlet) NITROUS,OXYGEN X $6.00 20 MISCELLANEOUS PLUMBING FIXTURE X $6.00 = 21 PRIVATE SEWAGE DISPOSAL/SYS X $20.00 = 22 INDUSTRIAL WASTE INTERCEPTOR X $15.00 = SUBTOTAL METHOD OF PAYMENT: PROCESSING FEE DCASH 0 CHECK 0 VISA 0 MC EXPIRES: $35.00 Card# VIN: TOTAL PERMIT FEE DUE: AUTHORIZED SIGNATURE: REVISED 8/26/05 . . . . a0, /04 i D „ LI c. v ‘, 1 S c7 ). /0,f y g2- \ J• , I I...............i.g. -2. to '4. N . . . . i . 1i .2"2- ........ . .... ..L.... . .... N. tr.) ..,.......-_-_-_ ......___ _..._.. /al-jk. Ave_vtoc_ //off e i jive. ...5psv-4.4_ vortic.y GENERAL STRUCTURAL NOTES ....7\44.\ GENERAL' THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DESIGN, ERECT AND INSPECT TEMPORARY SHORES, BRACES, ETCETERA TO SUPPORT THE STRUCTURE AGAINST ALL ANTICIPATED LOADS INCLUDING GRAVITY, WIND AND LATERAL EARTH PRESSURE UNTIL ITS COMPLETION, OBSERVATION VISITS TO THE SITE BY THE tow DESIGNER SHALL NOT INCLUDE INSPECTION OF THESE METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE DESIGNER, WORKMANSHIP AND MATERIALS SHALL COMPLY WITH THE LATEST EDITIONS OF THE INTERNATIONAL BUILDING CODE AND TESTING STANDARDS. NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. CODE' 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. +t' " �y DESIGN LOADS' ROOF SNOW LOAD = 0.017 PSF NORMALIZED GROUND SNOW (MINIMUM BASE ELEVATION = 2200 FEET, EXPOSURE FACTOR, Ce = 1.2, THERMAL FACTOR = 1.0, ROOF LOAD CONVERSION FACTOR = 0.7). ROOF DEAD LOAD = 20 PSF, I + IV' • {.,i/1 1.' MAXIMUM FLOOR DEAD LOAD = 15 PSF. FLOOR LIVE LOAD = 40 PSF, WIND' BASIC WIND SPEED = 85 MPH THREE SECOND GUST) EXPOSURE 'B') IMPORTANCE FACTOR 1.0. SEISMIC' 33%g AT 0.2 SECOND, 10%g AT 1.0 SECOND SPECTRAL �'a Yi a ' • BOLTS, ALLITE CLASS 1))BOLTS,, ANCHOREISMIC BOLTSUEXPANSIONSE GROUP IBOLTS,9ETCETERA SHALL BE INSTALLED WITH STEEL WASHERS. SIMPSON AND HILTI BOLTS AND ANCHORS MAY BE SUBSTITUTED WITH AN APPROVED ICC RATED PRODUCT. �� ���wAsh�it, � WOOD' GENERAL' DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE DESIGNER. ALL NAILING NOT NOTED SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE. ALL FRAMING ANCHORS AND CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON COMPANY OR OTHER APPROVED EQUAL WITH ICC CERTIFICATION. ALL NAIL HOLES IN FRAMING ANCHORS AND CONNECTORS /(' Oe; SHALL BE FILLED WITH NAILS PER MANUFACTURERS PUBLISHED NAIL SIZES• �' FRAMING LUMBER' ALL STUDS, LEDGERS AND PLATES CONSISTING OF 2X, 3X OR 4X MEMBERS -- STUD GRADE SPRUCE-PINE-FIR, HEM-FIR OR DOUGLAS FIR-LARCH, BASIC Fb = 675 PSI, Fv = 70 PSI, E = 1,200,000 PSI, Fc// = 675 PSI) ALL sC ' JOISTS AND BEAMS CONSISTING OF 2X, 3X OR 4X MEMBERS -- NUMBER TWO DOUGLAS FIR-LARCH, BASIC Fb = 875 PSI, Fv = 95 PSI, E = 1,600,000 PSI, Fc// = 1300 PSI) ALL JOISTS, BEAMS AND LEDGERS CONSISTING OF 6X OR LARGER a ti` MEMBERS -- NUMBER ONE DOUGLAS FIR-LARCH TIMBER, BASIC Fb = 1350 PSI, Fv = 85 PSI, E = 1,600,000 PSI, Fc// = 925 PSI) ALL POSTS, STUDS AND COLUMNS CONSISTING OF 6X OR LARGER MEMBERS -- NUMBER ONE DOUGLAS FIR-LARCH ,;'7 a _ TIMBER, BASIC Fb = 1200 PSI, Fv = 85 PSI, E = 1,600,000 PSI, Fc// = 1000 PSI. ..t�� �i� MOISTURE CONTENT SHALL NOT EXCEED 19% FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTIONS BUREAU. ALL 'I SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENCY. ,O �C 29013 GLUE-LAMINATED MEMBERS' SIMPLE SPAN BEAMS - DF/DF 24F-V3 OR 24F-V4, BASIC Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 PSI, Fc// = 1650 PSI) CONTINUOUS OR CANTILEVERED BEAMS - DF/DF 24F-V8, BASIC Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 PSI, Fc// = 1650 PSI) COLUMNS - DF/DF 24F-V8, BASIC Fb = 2000 PSI, Fv = 165 PSI, E = 1,700,000 PSI, Fc// = 1900 PSI. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE, FABRICATION AND HANDLING PER LATEST AITC STANDARDS. BEAMS TO BEAR AITC STAMP AND CERTIFICATE AND GRADE STAMP. CAMBER AS SHOWN ON THE DRAWINGS. S,ONAL v STRUCTURAL SHEATHING OR PLYWOOD' ROOF - APA RATED SHEATHING THICKNESS = 1/2', PLYWOOD THICKNESS = 15/32', SPAN RATING = 32/16, PANEL EDGE NAILING = 8d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING = 8d AT 1'-0' ON CENTER) FLOOR - APA RATED SHEATHING THICKNESS = 5/8', PLYWOOD THICKNESS = 19/32', SPAN RATING = 40/20, PANEL EDGE NAILING = IOd AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING 10d AT 10' ON CENTER) WALL - APA a' RATED SHEATHING THICKNESS = 3/8', PLYWOOD THICKNESS = 3/8', SPAN RATING = 24/0, PANEL EDGE NAILING = 8d AT 6' ON CENTER, INTERMEDIATE MEMBER NAILING = 8d AT 1'-0' ON CENTER. ` ALL STRUCTURAL SHEATHING SHALL BE APA RATED SHEATHING WITH AN EXTERIOR OR EXPOSURE ONE DURABILITY CLASSIFICATION AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP FLOOR AND ROOF WITH THE LONG ...grN - - JIII DIMENSION PERPENDICULAR TO SUPPORTS. ON ROOFS WHERE PANEL IS LAID UP WITH THE LONG DIMENSION PARALLEL TO SUPPORTS, USE PANELS WITH A MINIMUM OF FIVE PLYS STAGGER JOINTS. ALL NAILING SHALL BE COMMON NAILS. I 1111 Revision/Issue Date Top Flange Face Mount /V \ ) Hanger, Hanger, \V/ See Plan. Structural Note Schedule' See Plan eland Jl 2x4 minimum Number Two Douglas Flr-Larch, 9 1/2' Face Mount 4,1141 11144 TJI 110 or 9 1/2' BCI 400 Joists at 1'-4' on center Top Flange Hanger to `Ipgincei1uQ. lot F2' fastened with Simpson LSU26, LUS24, LSSUI25 or IUT9 Hanger Welded Ledger, Tap* swmeC.nwr,Green Flag Building 1 to Beam Flange, See Plan. Prey.Street.Suite 110-F.Spokane,WA 99202 2'-6" 1' SimpsonVPA2, VPA25, oroi 3-8d common orsinkerSee Plan ���Ledger Bearing on i5.09)' N''�2VoiaeendCeN,(60B)534-0664Gex { toenails to bearingsupports. Provide solid blockingin1� Bottom Flange PP Shear Tab I Fastened to Beam l 1 ma alternate spaces at bearing supports fastened to Where Beam Located One with 1/2'0 A307 support with 4-12d common or sinker toenails or Bolts at 4'-O' on GENERAL NOTES `, Simpson A35. Web stiffeners must be glued and nails Side OnlY3 , See Plcenter unless ar�� noted. to each side of I-Joist webs where required. Shear Tab FRAMING AND Rl 2x4 minimum Number Two Douglas Flr-Larch, 9 1/2' • Where Beams DETAILS TJI 110 or 9 1/2' BCI 400 Rafters at 2'-0' on center Located Both Till' fastened with Simpson LSU26, LUS24, LSSUI25 or IUT9 Sides, See Plan ell ' e(::,!: �e� with web stiffeners at I-,Joists to flush framing or�/ �` Simpson VPA2, VPA25, H5 or 3-8d common or sinker TCFLUSHAA' PAWLACYK e toenails to bearing supports. Provide solid blocking in c.) 4P � �42111alternae spaces at bearing supports fastened toREMODEL support with 4-12d common or sinker toenails or W 71. Simpson A35, Web stiffeners must be glued and nails `-Top Plate to each side of I-,Joist webs where required, t i i f B1 2x8 or 2-2x6 Number Two Douglas Flr-Larch, 1 NaNe r 11011 East 1/4'x5 1/2' 1,3E Timberstrand LSL, 3 1/8'x6' 24F-V8 tea' Beam '- DF/DF Glu-Lam or 1 3/4'x7 1/4' 1,9E Microllam LVL, 2800 TYppkalJ K�, ' Twelfth Avenue, Fb DF Versa-Lam or 2.0E Parallam PSL Beam. Fasten Stud Stud-/L-or Jack Framing- with Simpson LS70, LUC26Z, HUSC26-2 or HU7MIn to flush cl mini A"Stud °^'^gSpokane Volley, framing or LPC4, LPC6, H5 or 3-12d common toenails at Intermediate Nailing I.V Washington bearing supports. B2 2-2x12 or 4x10 Number Two Douglas Fir-Larch, 1 So `� rSkl iSC e- 7 \ / 1/4'x9 1/4' 1.3E Tlmberstrand LSL, 3 1/8'x6' 24F-V3 or ugh / V4 DF/DF Glu-Lam or 1 3/4'x7 1/4' 1.9E Mlcrollam LVL, Rocking Strap Bolted [PV.ort 5,,°°t ROOF FRAMING FLOOR FRAMING 2800 Fb DF Versa-Lam or 2.0E Parallam PSL Beam. trap a1own 007042 Fasten with Simpson ST2215 or TS18 both sides to Anchor existing floor Joist below at Interior end and with LPC4, linctM'7 p H°tt''��,,LPC6, H5 or 3-12d common toenails at bearing support. v/ Jarch 6, 2007Sll Pate t =°,. QFRAMING PLANS © g� YRN /2' = i' - 0' Pawlacyk Remodel 11011 East Twelfth Avenue Spokane Valley, Washington Structural Calculations for: Twin Homes March 6, 2007 Project No.: 2007042 C. DAN/ wAsy141 'CQ 11144, -cQ `i: '\�, G, ; 29 • .4> 42:4-, 290133 SSjONAL r XPIRES:06-23-2007 Inland Northwest 13..giiieeriiftI Tapio Office Center, Green Flag Building 104 South Freya Street, Suite 110-F Spokane, Washington 99202 (509) 532-1532 Voice and Cell, (509) 534-0664 I Wr`"�.�r Pawlacyk Remodel ; Date: 3/6/2007 By: Brett Danielson ` Ernghww-'rnall. IDE. 11011 East Twelfth Avenue Tapio Office Center,Green Flag Building Page: 1 of 12 _ 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Desi n Data (509)532-1532 Voice and Cell,(509)534-0664 Fax Project No.: 2007042 9 Building Dimensions: Main Roof: Length = 54 ft: x Width = 30 ft. with 2 ft. overhangs Main Floor: Length = 50 ft. x Width = 30 ft. Code: 2003 IBC Category I: All structures housing occupancies or having functions not listed in Catagories II, III or IV. Roof Loads: Ground Snow Load, Pg = 0.017 x 2200 = 37.4 psf(per Snow Load Manual) Exposure, Ce = 1.2 Importance Factor, IsNow = 1 Thermal Factor, Ct = 1 Basic Snow Load, Pf= O.7CeCt(ISNow)Pg = 31.416 psf(ASCE-7 Equation 7-1) Minimum Uniform Roof Load,Pu = 20 psf(per 2003-IBC reduced for over 200-square feet) Projected Snow Loads: Less than R-30 unventilated, R-20 ventilated ? No Valleys, Cv = 1 Slope I Angle, a I Slope Factor, Cs (ASCE-7: Figure 7-2) I Design Snow Load, QsL = Cs*Pf 4 /12 18.4 ° 1 - (18.43 - 18.43) /70 = 1 1x31.42 = 31.4 psf 4 /12 18.4 ° 1 - (18.43 - 18.43) /70 = 1 1 x 31.42 = 31.4 psf Snow Drift: Upper Roof Width, WB =34 ft., hd =0.4.3(WB)1/3(P,+10)1/4- 1.5=2.155 ft. (Equation 44-1) D=0.13P9 +14.0 <35= 18.862 pcf hb =Pf/D= 1.67 ft. (Equations 44-2 and 44-3) Wd =4hd s-4(hr -hb)= 8.620627 ft.for hr 2 3.8207 ft. Pd =D(hd)= 40.651 psf(Equation 44-4) With Sliding:Pds =1.4D(h 0= 56.91079 psf Maximum Total Load= 108.3 psf(Paragraph 1644.5) Note: Slate roof tile are used in the calculations instead of lighter or slippery roofing shown on the drawings to allow for reroofing or snow brake installation. Heavier roofing,such as Clay Tile,require redesign. Projected Roof Dead Loads: Frame Wall Dead Loads: Slate roof tile 10.541 psf Wood Shingles 2.25 psf 5/8 Plywood = 1.8666 5/8 " Plywood = 1.77 5/8 " Gypsum = 2.745 5/8 " Gypsum = 2.6 5 " Loose Insulation = 1.0541 5 Loose Insulation = 1 Miscellaneous 1.7933 Miscellaneous 1.38 QDL ROOF = 18 psf QDL WALLS = 9 psf 2 x 6 Number 2 Douglas Fir-Larch 2 x 6 Number 2 Douglas Fir- Chord Trusses at 24" on center = 2.0052 psf Larch Studs at 24" on center = 1 psf Floor Dead Loads: Deflection Limits: 1/4 " Ceramic or quarry-tile = 3.3333 psf AmAx = L-/ x; x = 240 -total load 1 1/8 " Plywood = 3.1875 ALIVE = L / x; x = 360 live load 5/8 " Gypsum = 2.6042 OJo1ST = L / x; x = 480 live load 8 3/4 " Loose Insulation = 1.75 Floor Live Loads: Miscellaneous 1.125 Residential Floor Areas, QLL FLOOR= 40 psf QDL FLOOR = 12 psf Exit Facilities, PsTAIR = 300 lbs. 2 x 12 Number 2 Douglas Fir-Larch 'Residential Decks-(With Joists at 19.2" on center or 9 1/2" Direct Support), QLL_FLOOR = 40 psf TJI 110 Joists at 16" on center = 2.5635 psf H1tiiesii Pawlacyk Remodel I By: Brett Danielson n®pinexr11 Inc- 11011 East Twelfth Avenue Page: 2 of 12 • Tapia Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2007042 Design Data (509)532-1532 Voice and Cell,(509)534-0664 Fax Main Roof Height: Average Roof: 15 ft. @ 4/12 = 2.5 ft. Roof: Bearing Depth = 5.79-7509 " = 0.4831 ft. Top Story Height= 9' - 0" = 9 ft. Top Floor: Depth = 0' - 10 3/8" = 0.8646 ft. Story Height= 9' - 1 5/8" = 9.1354 ft. Lower Floor: Depth = 0' - 10 3/8" = 0.8646 ft. Story Height = 8' - 1 5/8" = 8.1354 ft. Lower Floor to Grade = -7' - 1 5/8" = -7.135 ft. Top Diaphragm Height Above Grade = 23.848 ft. Material Properties: Concrete: Design Strength, fc = 2500 psi, Unit Weight, YCONc = 155 pcf Young's Modulus,ECONC = 2,850,000 ,psi Reinforcing: Design Strength, fy = 60,000 psi,Young's Modulus, ESTEEL = 29,000,000 psi Structural Steel: Design Strength, fy = 36,000 psi, Unit Weight, YSTEEL= 490 pcf Soil Parameters: Table 1804.2 Soil Classification 5, Clay, Sandy Clay, Silty Clay and Clayey Silt (CL, ML, MH and CH) soils. Frost Penetration Depth, DFROST = 24 inches Wet Unit Weight of Soil, YsOIL= 110 psf Allowable Foundation Pressure, QALLOwABLE = 1500 psf( + 0 psf/ft. per footnote 2) Minimum Depth of Footing, DFTG_MIN = 2 feet below grade, bFTG_MIN = 1 feet Lateral Pressures: Passive, YPASSIVE = 100 psf per foot of depth below grade (pcf) Active, 7ACTIVE = 40 pcf(Assumed) At Rest, TAT REST= 70 pcf(Assumed) Coefficient of friction for Lateral Sliding resistance, µ = 0 to 130 psf(Maximum) Seismic Loads: 0.2 Sec,= 0.33, Sds = 0.338;1.0 Sec = 0.1, Sls = 0.16;Importance Factor: Global, 'SEISMIC=1; I P =1 Light framed walls with shear panels-wood structural panels/sheet steel panels Structural Response Factor, R = 6 Ct= 0.2 Period, T = Ct(hn)3/4 = 2.16 sec. Base Shear, V =(ISEISMIc)W( 1.2S Ds /R = 0.067584 .x W WTDP = 1836 x 27.859 + 1423.5 x 10.003 = 65388.214 ; V.I.o,= 4419.2 lbs. at 24 W2 = 1500 x 14.563 + 1581.7 x 10.003 = 37666 ; V2 = 2545.6 lbs. at 12 W I = 1500 x 14.563 + 1423.5 x .10.003 = 36083.922 , ; Vi =' 2438.7 lbs. at 1.9 WTOTAL = 139138.14 VToTAL = 9403.5 lbs. Wind Loads: Design Wind Speed = 85 mph, 3 Second Gust;Exposure B . End Zone = 3.4 ft. [importance Factor, IwIND = 1 Design Wind Pressures, QR,IND= Ce(Cq)gs(Iwn ri) Primary Frame Wind Loads: Exposure, Ce = 1 @ 23.8 ft. Element Roof Horizontal Walls Roof Vertical Wind Direction Longitudinal I Transverse Transverse l Longitudinal Windward I Leeward End Zone Pressure, ps. 0 0 15.44092 11.5 -13.8 -9.41219 Interior Zone Pressure 0 0 10.28699 7.6 -9.6 -7.1748 island Date: 3/6/2007 \�rarri��ve�tr Pawlacyk Remodel By: Brett Danielson `I3hugiuccriseq, Inc. 11011 East Twelfth Avenue Tapio Office Center,Green Flag Building Page: 3 of 12- 504 South2Freya oicStreat,Suite 110-F,(509 534-06Spokane,WA 99202 Project No.: 2007042 Framing Design 509 532-1532 Voice and Cell,(509)534-0884 Fax Beams and Headers: �e following calculations use the superposition principle to sum moments and displacements at a selected location. The moments are calculated by adding the effects o" the reaction at one end of the member and the applied loads between that end and the selected location: Rix-col(x-a)2/2-(c02-w1)(x-a)3/6;where Rf is the start reaction, x is the distance from the start of the member to the selected location,col is the starting value of the trapezoidal load,0)2 is the ending value of the trapezoidal load,and,a is the distance from the start of the member to the start of the load. For points beyond the end of the load the formula is simply:R2(I-x). Deflection calculations are based on the conjugate beam theorum:the deflection at a point on the beam is equal to the moment at the corresponding point on an equivalent beam under the moment diagram as a load. The conjugate reaction at the start,R(c,is: • [R]b2(1-2b/3)/2+R2(1-b)3/3-col(b-a)3(1-b-(b-a)/4)/6-(oh-01)(b-a)3(1-b-(b-a)/5)/24]/1 where b is the distance from the start of the member to the end of the load. The deflection of a point within the loaded area is then: Rlcx-RIx3/6+w((x-a)4/24+(w(-02)(x-a)5/120(b-a). Typical Truss Start Cantilever: Span = 2' - 2 3/4" = 2.229 ft. Tributary Width: Start= 2' - 0"= 2 ft. End= 2' - 0" = 2 ft. Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Lateral(plfLoad Type Location (p1 fl (pfl Location (pI Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start Dead 0 ft. 0 40.0104 2.23 ft. 0 40.01042 0 89.19 99.40956 @ 0 ft. 73.86683 123.4961 82.33073 99.40956 @ .0 ft. Snow 0 ft. 0 62.832 2.23 ft. 0 62.832 0 140.06 156.1119 @ 0 ft. 115.9998 193.9372 129.2914 156.1119 @ 0 ft. Wind 0 ft. 0 -21.984 2.23 ft. 0 -21.984 0 -49.01 -54.6213 @ 0 ft. -40.5866 -67.8558 -45.2372 -54.6213 @ 0 ft. Dead Load Forces 0 89.19 99.40956 73.86683 123.4961 82.33073 99.40956 Snow Load Forces 0 140.06 156.1119 115.9998 193.9372 129.2914 156.1119 Wind Load Forces 0 -49.01 -54.6213 -40.5866 -67.8558 -45.2372 -54.6213 0 229.25 255.5214 189.8666 317.4333 211.6222 255.5214 Typical Truss End Cantilever: Span =2' - 2 3/4" = 2.229 ft. Tributary Width: Start= 2' - 0" = 2 ft. End= 2'- 0" = 2 ft. Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Lateral(pf)Load Type Location (PI� (p1fl Location (pit) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start Dead 0 ft. 0 40.0104 2.23 ft. 0 40.01042 0 89.19 99.40956 @ 0 ft. 73.86683 123.4961 82.33073 99.40956 @ 0 ft. Snow 0 ft. 0 62.832 2.23 ft. 0 62.832 0 140.06 156.1119 @ 0 ft. 115.9998 193.9372 129.2914 156.1119 @ 0 ft. Wind 0 ft. 0 -21.984 2.23 ft. 0 -21.984 0 -49.01 -54.6213 @ 0 ft. -40.5866 -67.8558 -45.2372 -54.6213 @ 0 ft. Dead Load Forces 0 89.19 99.40956 73.86683 123.4961 82.33073 99.40956 Snow Load Forces 0 140.06 156.1119 115.9998 193.9372 129.2914 156.1119 Wind Load Forces 0 -49.01 -54.6213 -40.5866 -67.8558 -45.2372 -54.6213 0 229.25 255.5214 189.8666 317.4333 211.6222 255.5214 Typical Truss: Snow Load Case: Drift Loads Span = 29' - 6 1/2" = 29.54 ft. Tributary Width: Start= 2' - 0" = 2 ft. End= 2' - 0" = 2 ft. Iola ed Pawlacyk Remodel Date: 3/6/2007 M\ortlawe�xt By: Brett Danielson Baigineerivag, Moir. 11011 East Twelfth Avenue Page: 4 of 12 • Taplo Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2007042 Framing Design V09)532-1532 Voice and Cell,(509)534-0884 Faz - r r Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location (lbs./ft) End Location (lbs/ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 40.0104 29.541667 ft. 40.01042 590.987 590.99 4364.687 @ 14.771 ft. 42980.04 42980.04 396781.9 0 @ 0 ft. Snow 0 ft. 62.832 29.538713 ft. 62.832 928.081 927.9 6854.265 @ 14.771 ft. 67495.47 67495.47 623102.7 0 @ 0 ft. Snow 29.53871 ft. 62.832 29.541667 ft. 62.832 9.3E-06 0.1856 0.000137 @ 14.771 ft. 0.00135 0.0027 0.014954 0 @ 0 ft. Wind 0 ft. -21.984 29.541667 ft. -21.984 -324.72 -324.7 -2398.21 @ 14.771 ft. -23615.7 -23615.7 -218015 0 @ 0 ft. Cantilever Moment at Moment at Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Forces Shear at Start Start(ti-lbs) Shear at End End ft-lbs) Reaction _Reaction (ft-lbs.) start of Moment Moment Moment ( (ft-lbs.) start Dead 89.1898872 -99.41 89.18988715 99,40956 89.1899 89.19 -99.4096 @ 14.771 ft. -1468.36 -1468.36 -10844.5 -99.4096 @ 0 ft. Snow 140.063 -156.11 140.063 156.1119 140.063 140.06 -156.112 @ 14.771 ft. -2305.9 -2305.9 -17030.1 -156.112 @ 0 ft. Wind -49.006 54.6213 -49.006 -54.6213 -49.006 -49.01 54.62127 @ 14.771 ft. 806.8017 806.8017 5958.567 54.62127 @ 0 ft. Redundant? Yes Dead Load Forces 680.177 680.18 4265.277 41511.68 41511.68 385937.4 -99.4096 Snow Load Forces 1068.14 1068.1 6698.153 65189.57 65189.57 606072.7 -156.112 Wind Load Forces -373.73 -373.7 -2343.59 -22808.9 -22808.9 -212056 54.62127 Load Duration Factor= 1.15 Shear, 1.15 Moment 1748.32 1748.3 10963.43 106701.2 106701.2 992010.1 -255.521 Distributed Loads: Vary from: 102.842 pif at 0 feet to 102.842 pif at 29.539 and from 102.842 pif at 29.539 feet to 40.01 pif at 29.542 feet Minimum Depth = 5.5 inches,Weight=4.01 pif, Maximum Shear,V= 1471.932 lbs.,Maximum Moment, M = 10963 ft-lbs Use 2 x 6 Number 2 Douglas Fir-Larch Chord Trusses at 24" on center Top Story Wall Framing: Span = 9' - 0" = 9 ft. Tributary Width: Start= 2' - 0" = 2 ft. End= 2' - 0" = 2 ft. Distributed Start Axial Lateral End Axial Lateral Start End Moment Start Shear End Shear of Moment of Moment Distance from tr, Load'Type Location (pif) (lbs./ft) Location (pif) (lbs./ft) Reaction Reaction End Axial (ft-lbs.) of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 20 0 9 ft. 20 0 0 0 180.0469 0 4.5 0 0 0 0 @ 4.5 ft. Wind 0 ft. 0 27.24 9 ft. 0 27.24 122.58 122.58 0 275.81 4.5 827.415 827.415 2327.105 275.805 @ 4.5 ft. Point Load Lateral Load Lateral Axial Load Axial Load Start End Moment Start Shear End Shear of Moment of Moment Distance from End Axial n., Type Location Load(lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) _ of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 0 0 ft. 680 0 0 680 0 4.5 0 0 0 0 @ 4.5 ft. Snow 0 ft. 0 0 ft. 1068 0 0 1068 0 4.5 0 0 0 0 @ 4.5 ft. Wind 0 ft. 0 0 ft. -374 0 0 -374 0 4.5 0 0 0 0 @ 4.5 ft. Redundant? Yes Dead Load Forces 0 0 860.224 0 0 0 0 0 Snow Load Forces 0 0 1068.144 0 0 0 0 0 Wind Load Forces 122.58 122.58 -373.728 275.81 827.415 827.415 2327.105 275.805 Load Duration Factor= 1.33 Shear, 1.15 Axial, 1.33 Moment 122.58 122.58 1928.368 275.81 579.1905 579.1905 1628.973 275.805 Distributed Loads: Vary from: 0 pif at 0 feet to 0 pif at 9 and from 0 plf at 0 feet to 0 pif at 9 feet Minimum Depth = 5.5 inches,Weight= 2.005 plf, Maximum Shear,V= 122.58 lbs., Maximum Moment,M =275.805 ft-lbs Transverse Support Spacing= 1' - 0" = 1 ft. Transverse Buckling Factor= 1 Major Buckling Factor= 1 r andPawlacyk Remodel Date: 3/6/2007 `\ore'SWI S, By: Brett Danielson B.isgiseccrinq. Inc. 11011 East Twelfth Avenue Page: 5 of 12 Tapio Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2007042 Framing Design 509)532-1532 Voice and Cell,(509)534-0884 Fax Use 2 x 6 Number 2 Douglas Fir-Larch Studs at 24" on center: O.K. Quantity= 1 ,b = 1.5 inches, d= 5.5 inches, CR= 1.15 CF= 1.3 CFu1 = 1 CFuz = 1.15 A= b(d) = 8.25 in.2 ; S = (b)d2/6= 7.5625 in.3; II = (b)d3/12 = 20.79688 in.4; S2 = 2.0625 in.3; I2 = 1.546875 in.4 fV= 1.5RM,ix/A= 22.287 psi,fB1 =M/S = 437.6409917 psi, ATOTAL= 0.085in. < L/240, ALIVE= 0.085in. < L/240 c' = 0.8 F5 = 875 psi FBI' = FB(CF)CR(CD)CFul = 1744.2 psi, FB2' = FB(CF)CR(CD)CFU2 = 2005.792 psi fB2= 0 psi Fv= 95 psi Fv' = FV(CD)CH= 126.667 Dsi, E= 1,600,000 psi, Fc11 = 1300 psi Lut/d= 20 LUz/d = 8 KcE1 = 0.3 KcE2= 0.3 FcE1 = 1244.9 psi, FcE2 = 7500 psi FC = FC(CF)CDI(1+(FcEmin/(FC(CF)CD))/2c)-I(l+(FcEmin/(FC(CF)CD))/2C')2-(FcEmin/(FC(CF)CD))/C']1/2) = 1019.727 psi,fc= 233.7416 psi Rb1 = 7.8 KbE1 = 0.44 FbEI = 11597.53 psi, Fc= 1057.7 psi, Ifc/Fc']2+fnl/(FBI'(1-(fc/FcE1)))+fB2/(F)32'(1-(fc/FeE2)-(fB1/FbEI)) = 0.34087942 Use 2 x 6 Stud Grade Spruce-Pine-Fir Studs at 24" on center: O.K. Quantity= 1 ,b= 1.5 inches, d= 5.5 inches, CR= 1.15 CF= 1.3 CFu1 = 1 CFU2= 1.15 A= b(d) = 8.25 in.2 ; S = (b)d2/6= 7.5625 in.3; II = (b)d3/12 = 20.79688 in.4; S2 = 2.0625 in.3; I2= 1.546875 in.4 fV= 1.5RMAI/A= 22.287 psi,fBt =M/S= 437.6409917 psi,ATOTAL= 0.113in. < L/240, ALIVE= 0.113in. < L/240 c' = 0.8 FB = 675 psi FBI' = FB(CF)CR(CD)CFu1 = 1345.5 psi, FB2' = FB(CF)CR(CD)CFU2 = 1547.325 psi 432 = 0 psi FV= 70 psi Fv' =FV(CD)CH= 93.3333 psi, E= 1,200,000 psi, F011 = 675 psi LU1/d = 20 LU2/d= 8 Kai = 0.3 KcE2 = 0.3 FcE1 = 933.64 psi, FcE2 = 5625 psi FC = Fc(CF)CDI(1+(FeEmin/(FC(CF)CD))/20-1(1+(FcEmin/(FC(CF)CD))/202-(FcEmin/(Fc(CF)CD))/0 1/2] = 669.5725 psi,fc= 233.7416 psi Rb1 = 7.8 KbEI = 0.44 FbEI = 8698.147 psi, Fc= 712.13 psi, Ifc/Fc']2+fB1/(FBI'(1-(fc/FCE1)))+fH2/(FB2'(1-(fc/FCE2)-(fBl/FbEI)) = 0.50818924 Addition Rafter Start Cantilever: Span= 2' - 4 13/66" = 2.35 ft. Tributary Width: Start= 2' - 0"= 2 ft. End= 2' - 0" = 2 ft. Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Load'type Location (plf) (pit) Location (plf) Lateral(plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start Dead 0 ft. 0 36.2911 2.35 ft. 0 36.29108 0 85.275 100.1873 @ 0 ft. 78.47161 138.2914 92.19425 100.1873 @ 0 ft. Snow 0 ft. 0 112.39 2.35 ft. 0 93.46942 0 241.86 275.4485 @ 0 ft. 212.3355 375.4028 251.8708 275.4485 @ 0 ft. Wind 0 ft. 0 -23.8 2.35 ft. 0 -23.8 0 -55.92 -65.7037 @ 0 ft. -51.4623 -90.6927 -60.4618 -65.7037 @ 0 ft. Dead Load Forces 0 - 85.275 100.1873 78.47161 138.2914 92.19425 100.1873 Snow Load Forces 0 241.86 275.4485 212.3355 375.4028 251.8708 275.4485 Wind Load Forces 0 -55.92 -65.7037 -51.4623 -90.6927 -60.4618 -65.7037 0 327.13 375.6358 290.8071 513.6942 344.065 375.6358 Addition Rafter: Span = 2' - 1 52/63" = 2.152 ft. Tributary Width: Start= 2' - 0" = 2 ft. End= 2' - 0" = 2 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location (lbs/ft) End Location (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment _ (ft-lbs.) start Dead 0 ft. 36.2911 2.1521056 ft. 36.29108 39.0511 39.051. 21.01054 @ 1.0761 ft. 15.0723 15.0723 10.13662 0 @ 0 ft. Snow 0 ft. 112.39 2.1521056 ft. 129.7198 127.154 133.37 70.08422 @ 1.0761 ft. 50.03631 50.51612 33.81241 0 @ 0 ft. Wind 0 ft. -23.8 2.1521056 ft. -23.8 -25.61 -25.61 -13.7789 @ 1.0761 ft. -9.88454 -9.88454 -6.64768 0 @ 0 ft. I uiusaai Pawlacyk Remodel Date: 3/6/2007 �orrla���a.tet Y By: Brett Danielson `igugisseerissq, Nile. 11011 Tapio office Center,Green Flag Building East Twelfth Avenue Page: 6 of 12 104 South Freya Street,Suite 110-F,Spokane,WA 99202 (509)532-1532 Voice and Cell,(509)534-0664 Fax Project No.: 2007042 - Framing Design Cantilever Moment at Moment at Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Shear at Start Shear at End Forces Start(ft-lbs) End(ft-lbs) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 85.2749011 -100.19 0 0 131.828 -46.55 -50.0936 @ 1.0761 ft. -71.8712 -35.9356 -29.0014 -100.187 @ 0 ft. Snow 241.859296 -275.45 0 0 369.85 -128 -137.724 @ 1.0761 ft. -197.598 -98.799 -79.7347 -275.448 @ 0 ft. Wind -55.924002 65.7037 0 0 -86.454 30.53 32.85183 @ 1.0761 ft. 47.13374 23.56687 19.0194 65.70366 @ 0 ft. Redundant? Yes Dead Load Forces 170.879 -7.502 -29.0831 -56.7989 -20.8633 . -18.8648 -100.187 Snow Load Forces 497.003 5.3793 -67.64 -147.562 -48.2829 -45.9223 -275.448 Wind Load Forces -112.06 4.9199 19.07294 37.2492 13.68233 12.37172 '65.70366 Load Duration Factor= 1.15 Shear, 1.15 Moment 667.882 -7.502 -96.7231 -204.361 -69.1462 -64.7872' -375.636 Distributed Loads: Vary from: 148.681 plf at 0 feet to 166.011 plf at 2.152 and from 148.681 plf at 0 feet to 166.011 plf at 2.152 feet Minimum Depth = 3.5 inches,Weight=4.102 plf, Maximum Shear, V=327.134 lbs.,Maximum Moment, M= 375.636 ft-lbs Use 2 x 4 Number 2 Douglas Fir-Larch Rafters at 24" on center: O.K. Quantity= 1 , b= 1.5 inches,d= 3.5 inches, CFU= 1 CR= 1.15 A=b(d) = 5.25 in.2 ;S = (b)d2/6 = 3.0625 in.3; I = (b)d3/12 = 5.359375 in.4 CF= 1.5 fv= 1.5RM, /A= 93.467 psi,fB =M/S = 1471.878862 psi, TOTAL= 0.013in. < L/240, ALIVE= 0.009in. <L/360 FB= 875 psi 4- FB' =FB(CF)CR(CD)CFU= 1735.8 psi, E = 1,600,000 psi Fv= 95 psi rlr Fv' =Fv(CD)CH= 109.25 psi Left Cantilever: Alum= 0.2in. <L/120 (down) ALIVE= 0.146in. < L/180 (down) Use 2 x 12 Number 1 Douglas Fir-Larch Rafters at 24"on center: O.K. Quantity= 1 , b= 1.5 inches,d= 11.25 inches, CFU= 1 CR= 1.15 A=b(d) = 16.875 in.2 ; S = (b)d2/6 = 31.6406 in.3; I = (b)d3/12= 177.9785 in.4 CF= 1 fv= 1.5RM,ix/A= 29.079 psi,f5 =M/S= 142.4633368 psi,ATOTAL= 0.in. < L/240, ALIVE= 0.in. < L/360 FB= 1000 psi ar FB = FB(CF)CR(CD)CFU= 1322.5 psi, E= 1,700,000 psi Fv= 95 psi�' Fv'=FV(CD)CH= 109.25 psi Left Cantilever: ATOTAL= 0.006in. < L/120(down) ALIVE= 0.004in. < L/180 (down) Use 9 1/2"TJI 110 Rafters at 24" on center: O.K. Quantity= 1 Series: 110 TJI , b= 1.75 inches, 1 9.5 inches, Weight= 2.3 plf MALLOWABLE = 2380 x 1.15 =2737 ft-lbs, VALLOWABLE= 1220 x 1.2 = 1403 lbs, EI = 140,000,000 in2lbs dromAL= 0.0008 in. < L/ 240 ALIVE= 0.0006 in. < L/ 360 Left Cantilever: ATOTAL= 0.012in. <L/120(down) ALIVE= 0.009in. < L/180 (down) Use 9 1/2" BCI 400 Rafters at 24" on center: O.K. Quantity= 1 Series: 400 BCI , b= 1.5 inches, 1 9.5 inches, Weight= 1.8 plf MALLOWABLE= 2158 x 1.15 =2481.7 ft-lbs, VALLOWABLE= 1375 x 1.2 = 1581.25 lbs, EI= 145,000,000 in2lbs AromAL= 0.00077 in. < L/ 240 ALIVE= 0.0005 in. < L/ 360 Left Cantilever: ATOTAL= 0.012in. <L/120 (down) ALIVE= 0.009in. < L/180 (down) Addition Wall Framing: Span = 6' - 0" = 6 ft. Tributary Width:Start= 2' - 0"= 2 ft. End= 2' - 0" = 2 ft. IMidland Date: 3/6/2007 Worriment Pawlacyk Remodel By: Brett Danielson IM\BuagincerinA. Inc. 11011 East Twelfth Avenue Page:7 of 12 • Taplo Office Center,Green Flag Building 104 South Freya street,Suite 110-F,Spokane,WA 99202 Project No.: 2007042 Framing Design 509)532-1532 Voice and Cell,(509)534-0664 Fax Distributed Start Axial Lateral End Axial Lateral Start End Moment Start Shear End Shear of Moment of Moment Distance from F nd Axial 0 Load Type Location (pit) (lbs./ft) Location_ (plf) (lbs./ft) Reaction Reaction_ (ft-lbs.) of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 20 0 6 ft. 20 0 0 0 120.0313 0 3 0 0 0 0 @ 3 ft. Wind 0 ft. 0 27.96 6 ft. 0 27.96 83.88 83.88 0 125.82_ 3 251.64 251.64 471.825 125.82 @ 3 ft. Point Load Lateral Load Lateral Axial Load Axial Load Start End Moment Start Shear End Shear of Moment of Moment Distance from End Axial Type Location _Load(lbs.)_ Location _ (lbs.) Reaction Reaction (ft-lbs.) of Moment Moment Moment (fl-lbs.) start Dead 0 ft. 0 0 ft. 180 0 0 180 0 3 0 0 0 ' 0 @ 3 ft. Snow 0 ft. 0 0 ft. 524 0 0 524 0 3 0 0 0 0 @ 3 ft. Wind 0 ft. 0 0 ft. -118 0 0 -118 0 3 0 0 0 0 @ 3 ft. Redundant? Yes Dead Load Forces 0 0 "300.1537 0 0 0 0 0 Snow Load Forces 0 0 523.8875 0 0 0 0 0 Wind Load Forces 83.88 83.88 -118.126 125.82 251.64 251.64 471.825 125.82 Load Duration Factor= 1.33 Shear, 1.15 Axial, 1.33 Moment 83.88 83.88 824.0412 125.82 176.148 176.148 330.2775 125.82 Distributed Loads: Vary from: 0 plf at 0 feet to 0 plf at 6 and from 0 plf at 0 feet to O plf at 6 feet Minimum Depth= 5.5 inches,Weight= 2.005 plf, Maximum Shear, V=83.88 lbs., Maximum Moment, M = 125.82 ft-lbs Transverse Support Spacing= 1' -0" = 1 ft. Transverse Buckling Factor= 1 Major Buckling Factor= 1 Use 2 x 6 Number 2 Douglas Fir-Larch Studs at 24" on center: O.K. Quantity= 1 , b= 1.5 inches, d= 5.5 inches, CR= 1.15 CF= 1.3 Call = 1 CFU2 = 1.15 A=b(d) = 8.25 in.2 ; S = (b)d2/6= 7.5625 in.3; I1 = (b)d3/12 = 20.79688 in.4; S2= 2.0625 in.3; I2 = 1.546875 in.4 fv= 1.5RMAx/A= 15.251 psi,fin =M/S= 199.6482645 psi, AToTAL= 0.017in. < L/240, ALIVE= 0.017in. < L/240 c' = 0.8 F8 = 875 psi 4' FBI' = FB(CF)CR(CD)CFUO = 1744.2 psi, F82' = FB(CE)CR(CD)CFU2 = 2005.792 psi fB2 = 0 psi Fv= 95 psi 4- Fv' =Fv(CD)CH= 126.667 ?si, E= 1,600,000 psi, Fell = 1300 psi Lu1/d= 13 LU2/d = 8 Kai = 0.3 KcE2 = 0.3 FCEt = 2800.9 psi, FcE2 = 7500 psi Fc' = Fc(CF)CD[(14(FcEmin/(Fc(CF)CD))/2c)-[(l+(FcEmin/(Fc(CF)CD))/2c')2-(FcEmin/(Fc(CF)CD))/c']1/2] = 1555.194 psi,fc= 99.88378 psi Rbl = 7.8 KbEI = 0.44 FbEi = 11597.53 p8i, Fc= 1713.4 psi, Ifc/Fc']2+fBl/(FBI'(1-(fc/FcEr)))+fB2/(Fs2'(1-(fc/Fce2)-(fBl/FbEI)) = 0.1210102 Use 2 x 6 Stud Grade Spruce-Pine-Fir Studs at 24" on center: O.K. Quantity= 1 ,b= 1.5 inches, d= 5.5 inches, CR= 1.15 CF= 1.3 CFUI = 1 CFU2 = 1.15 A=b(d) = 8.25 in.2 ; S = (b)d2/6= 7.5625 in.3; II = (b)d3/12 = 20.79688 in.4; S2 = 2.0625 in.3; 12 = 1.546875 in.4 fv= 1.5RMAIt/A= 15.251 psi, fin =M/S = 199.6482645 psi, &TOTAL= 0.023in. <L/240, ALIVE= 0.023in. < L/240 c' = 0.8 FB=• 675 psi FBI' = FB(CF)CR(CD)CFul = 1345.5 psi, FB2' =FB(CF)CR(CD)CFU2 = 1547.325 psi 1B2 = 0 psi Fv= 70 psi rl" Fv' =Fv(CD)CH= 93.3333 3si, E= 1,200,000 psi, Fc(i = 675 psi Lut/d= 13 LU2/d= 8 Kai = 0.3 KcE2 = 0.3 FcE1 = 2100.7 psi, FcE2 = 5625 psi Fe' = Fc(CF)Ce[(1+(Fcamin/(Fc(CF)CD))/2c')1(1+(FcEmin/(Fc(CF)CD))/2c')2-(FcEmin/(Fc(CF)CD))/c'II/2] = 881.6125 psi,fc= 99.88378 psi Rbl = 7.8 KbEI = 0.44 FbEI = 8698.147 psi, Fc= 992.32 psi, [fc/Fc'I2+fBi/(FBI'(1-(fc/FcEI)))+fB2/(FB2'(1-(fc/FCE2)-(fni/FbEI)) = 0.16400119 Typical Joist: Span= 14' - 9 1/4" = 14.77 ft. Tributary Width: Start= 1' - 7 1/5" = 1.6 ft. End= 1' - 7 1/5" = 1.6 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location (lbs/ft) End Location (lbs./ft) Reaction Reaction (ft-lbs.) start _ of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 23.3016 14.770833 ft. 23.30156 172.092 172.09 635.4846 @ 7.3854 ft. 3128.879 3128.879 14442.55 0 @ 0 ft. Live 0 ft. 64 14.770833 ft. 64 472.667 472.67 1745.42 @ 7.3854 ft. 8593.77 8593.77 39667.86 0 @ 0 ft. nlaud Pawlacyk Remodel Date: 3/6/2007 `o�����Vl`!it Y By: Brett Danielson Taplo Office Center,�r�!i!�erine, Inc. 11011 East Twelfth Avenue Page: 8 of 12 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Pro ect No.: 2007042 Framing Design 509 532-1532 Voice end Cell (509)534-0804 Fax Redundant? Yes Dead Load Forces 172.092 172.09 635.4846 3128.879 3128.879 14442.55 0 Live Load Forces 472.667 472.67 1745.42 8593.77 8593.77 39667.86 0 Load Duration Factor= 1.00 Shear, 1.00 Moment 644.758 644.76 2380.905 11722.65 11722.65 54110.41 0 Distributed Loads: Vary from: 87.302 plf at 0 feet to 87.302 plf at 14.771 and from 87.302 plf at 0 feet to 87.302 plf at 14.771 feet Minimum Depth= 9.25 inches,Weight=4.102 plf,Maximum Shear, V= 577.463 lbs., Maximum Moment, M= 2380.905 ft-lbs Use 2 x 12 Number 2 Douglas Fir-Larch Joists at 19.2" on center: O.K. Quantity= 1 , b= 1.5 inches,d= 11.25 inches, CFU= 1 CR= 1.15 A=b(d) = 16.875 in.2 ; S = (b)d2/6 = 31.6406 in.3; I= (b)d3/12 = 177.9785 in.4 CF= 1 fV= 1.5RMAx/A= 51.33 psi, fB =M/S= 902.9801798 psi,AT- = 0.328in. <L/240, ALIVE= 0.241in. < L/360 FB= 875 psi or FB' = FE(CF)CR(CD)CFU= 1006.3 psi, E = 1,600,000 psi Fv= 95 psi ar Fv' =FV(CD)CH= 95 psi Use 2 x 10 Number 1 Douglas Fir-Larch Joists at 16" on center: O.K. Quantity= 1.2 , b=. 1.5 inches,d= 9.25 inches, CFU= 1 CR= 1.15 A=b(d) = 16.65 in.2 ; S = (b)d2/6 = 25.6688 in.3; I = (b)d3/12 = 118.718 in.4 CF= 1.1 fv= 1.5RM,ix/A= 52.024 psi, fB=M/S = 1113.059937 psi,ATOTAL= 0.463in. < L/240, ALIVE= 0.34in. <L/360 FB= 1000 psi a' FB' = FB(CF)CR(CD)CFU= 1265 psi, E = 1,700,000 psi Fv= 95 psi 4F. Fv' =FV(CD)CH= 95 psi Use 9 1/2"TJI 110 Joists at 16" on center: O.K. Quantity= 1.2 Series: 110 TJI , b= 1.75 inches, 1 9.5 inches, Weight,= 2.3 plf MALLOWABLE= 2380 x 1 =2380 ft-lbs, VALLOWABLE= 1220 x 1 = 1220 lbs, EI = 140,000,000 in2lbs AToTAL= 0.55656 in. < L/ 240 ALIVE= 0.408 in. < L/ 360 Use 9 1/2" BCI 400 Joists at 16" on center: O.K. Quantity= 1.2 Series: 400 BCI , b= 1.5 inches, t 9.5 inches, Weight= 1.8 plf MALLOWABLE = 2158 x 1 = 2158 ft-lbs, VALLOWABLE= 1375 x 1 = 1375 lbs, EI = 145,000,000 in2lbs &raTAL= 0.53737 in. < L/ 240 ALIVE= 0.3939 in. < L/ 360 Addition Joist: Span = 3' - 3" = 3.25 ft. Tributary Width:Start= 1'- 4" = 1.3333 ft. End= 1' 4" = 1.3333 ft. DistributedStart Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location (lbs./ft) Location Ltion (lbs./ft) Reaction Reaction (ft-lbs.) _ start of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 19.3724 3.25 ft. 19.3724 31.4801 31.48 25.57762 @ 1.625 ft. 27.70908 27.70908 28.14204 0 @ 0 ft. Live 0 ft. 53.3333 3.25 ft. 53.33333 86.6667 86.667 70.41667 @ 1.625 ft. 76.28472 76.28472 77.47667 0 @ 0 ft. Redundant? Yes Dead Load Forces 31.4801 31.48 25.57762 27.7090 27.70908' 28.14204 0 Live Load Forces 86.6667 86.667 70.41667 76.28472 76.28472 77.47667 0 Load Duration Factor= 1.00 Shear, 1.00 Moment 118.147 118.15 95.99428 103.9938 103.9938 105.6187 0 Distributed Loads: Vary from: 72.706 plf at 0 feet to 72.706 plf at 3.25 and from 72.706 plf at 0 feet to 72.706 plf at 3.25 feet Minimum Depth = 3.5 inches,Weight=3.372 plf,Maximum Shear, V=96.941 lbs., Maximum Moment, M =95.994 ft-lbs Iulsasl Pawlacyk Remodel Date:3/6/2007 `\ortltltve�xt By: Brett Danielson Busgineeriwag, lime. 11011 East Twelfth Avenue Page:9 of 12 • Tap*Office Center,Green Flag Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2007042 Framing Design 509)532-1532 Voice and Cell,(509)534-0664 Fax Use 2 x 4 Number 2 Douglas Fir-Larch Joists at 16" on center: O.K. Quantity= 1 , b= 1.5 inches,d= 3.5 inches, CFU= 1 CR= 1.15 A= b(d) = 5.25 in.2 ; S = (b)d2/6= 3.0625 in.3; I = (b)d3/12 = 5.359375 in.4 CF= 1.5 fv= 1.5RMAx/A= 27.697 psi,f5= M/S = 376.1408642 psi,ATOTAL= 0.021in. < L/240, AuvE= 0.016in. < L/360 F8= 875 psi F8' =FB(CF)CR(CD)CFU= 1509.4 psi, E = 1,600,000 psi Fv= 95 psi Fv'= Fv(CD)CH= 95 psi Use 2 x 10 Number 1 Douglas Fir-Larch Joists at 16" on center: O.K. Quantity= 1 , b= 1.5 inches,d= 9.25 inches, CFU= 1 CR= 1.15 A= b(d) = 13.875 in.2 ; S = (b)d2/6= 21.3906 in.3; I= (b)d3/12 = 98.93164 in.4 CF= 1.1 fv= 1.5RMAx/A = 10.48 psi,fB= M/S = 53.85216171 psi,ATOTAL= 0.00lin. < L/240, ALIVE= 0.00lin. < L/360 FB= 1000 psi FB =FB(CF)CR(CD)CFU= 1265 psi, E= 1,700,000 psi Fv= 95 psi ur Fv'=Fv(CD)CH= 95 psi Use 9 1/2" TJI 110 Joists at 16" on center: O.K. Quantity= 1 Series: 110 TJI , b= 1.75 inches, f 9.5 inches, Weight= 2.3 plf MALLOWABLE= 2380 x 1 = 2380 ft-lbs, VALLOWABLE= 1220 x 1 = 1220 lbs, EI= 140,000,000 in2lbs ATOTAL= 0.0013 in. < L/ 240 ALIVE= 0.001 in. < L/ 360 Use 9 1/2" BCI 400 Joists at 16" on center: O.K. Quantity= 1 Series: 400 BCI , b= 1.5 inches, 1 9.5 inches, Weight= 1.8 plf MALLOWABLE= 2158 x 1 =2158 ft-lbs, VALLOWABLE= 1375 x 1 = 1375 lbs, EI= 145,000,000 in2lbs ATOTAL= 0.00126 in. < L/ 240 ALIVE= 0.0009 in. < L/ 360 Addition Rim Joist: Span = 4' - 0" = 4 ft. Tributary Width: Start=0' - 3 1/8" = 0.2604 ft. End =0' - 3 1/8" = 0.2604 ft. DistributedStart Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location (lbs./ft) End Location (Ibs./ft) _ Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 8.98438 4 ft. 8.984375 17.9688 17.969 17.96875 @ 2 ft. 23.95833 23.95833 29.94792 0 @ 0 ft. Live 0 ft. 10.4167 4 ft. 10.41667 20.8333 20.833 20.83333 @ 2 ft. 27.77778 27.77778 34.72222 0 @ 0 ft. Point Load First Load First Load Second Load Second Load Start End Moment Distance from Start Shear,End Shear of Moment of Moment Distance from Type Location (lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 1.333333 ft. 31 2 ft. 300 171.064 160.57 321.1405 @ 2 ft. 331.2452 325.0269 435.9602 0 @ 0 ft. Dead 2.666667 ft. 31 4 ft. 0 10.4934 20.987 20.98676 @ 2 ft. 24.8732 31.0915 35.75522 0 @ 0 ft. Live 1.333333 ft. 87 2.6666667 ft. 87 86.6667 86.667 115.5556 @ 2 ft. 154.0741 154.0741 196.8724 0 @ 0 ft. Snow 2 ft. 524 4 ft. 0 261.944 261.94 523.8875 @ 2 ft. 523.8875 523.8875 698.5166 0 @ 0 ft. Wind 2 ft. -118 4 ft. 0 -59.063 -59.06 -118.126 @ 2 ft. -118.126 -118.126 -157.501 0 @ 0 ft. Redundant? No Dead Load Forces 199.526. 199.53 360.096 380.0767 380.0767 501.6633 0 Live Load Forces 107.5 107.5 136.3889 181.8519 181.8519 231.5947 0 Snow Load Forces 261.944 261.94 523.8875 523.8875 523.8875 698.5166 0 Wind Load Forces -59.063 -59.06 .-118.126 -118.126 -118.126 -157.501 0 Load Duration Factor= 1.15 Shear, 1.15 Moment 568.969 568.97 1020.372 1085.816 1085.816 1431.775 0 Wand Pawlacyk Remodel Date: 3/6/2007 \Hrtirty `st By: Brett Danielson `131sminecriwg, lose. 11011 East Twelfth Avenue Page: 10 of 12 Taplo Office Center,Green Flag Building 104 South Freya Street,Suite 9,Spokane, 99202 Project No.: 2007042 Framing Design 5509)532.1832 Voice and Cell,,(50(509)534.0884 Fax Distributed Loads: Vary from: 19.401 plf at 0 feet to 19.401 plf at 4 and from 19.401 plf at 0 feet to 19.401 plf at 4 feet Minimum Depth = 5.5 inches,Weight=5.859 plf, Maximum Shear,V= 560.077 lbs., Maximum Moment, M= 1020.372 ft-lbs Use 2 x 8 Number 2 Douglas Fir-Larch Beam: O.K. Quantity= 1 , b = 1.5 inches, d= 7.25 inches, CFU= 1 CR= 1 A=b(d) = 10.875 in.2 ; S = (b)d2/6 = 13.1406 in.3; I= (b)d3/12 = 47.63477 in.4 CF= 1.2 fV= 1.5RM,x/A= 77.252 psi,fB= M/S = 931.8025558 psi,ATOTAL= 0.032in. <L/240, ALIVE= 0.021in. < L/360 FB= 875 psi'2v' FB = FB(CF)CR(CD)CFU= 1207.5 psi, E= 1,600,000 psi Fv= 95 psi *' Fy' =FV(CD)CH= 109.25 psi Use 2 - 2 x 6 Number 1 Douglas Fir-Larch Beam:O.K. Quantity= 2 , b= 1.5 inches, d= 5.5 inches, CFU= 1 CR= 1 A= b(d) = 16.5 in.2 ;S = (b)d2/6 = 15.125 in.3; I= (b)d3/12 = 41.59375 in.4 CF= 1.3 fV= 1.5RM,x/A= 50.916 psi, fB=M/S= 809.5516006 psi,ATOTAL= 0.035in. <L/240, AuvE= 0.023in. < L/360 F3= 1000 psi'a' Fg = FB(CF)CR(CD)CFU= 1495 psi, E= 1,700,000 psi FV= 95 psi Fv' =FV(CD)CH= 109.25 psi Use 1 1/4"x 5 1/2" 1.3E Timberstrand®LSL: O.K. Quantity= 1 , b = 1.25 inches, d= 5.5 inches, CV= (12/d)°.°92 = 1 A=b(d) = 6.875 in.2 ; S = (b)d2/6 = 6.30208 in.3; I = (b)d3/12 = 17.33073 in.4 fV= 1.5(RMAx-03d)/A= 122.2 psi,fB=M/S = 1942.92 psi ATOTAL= 0.10981 in. < L/ 240 ALIVE= 0.0713 in. < L/ 360 FB= 1700 x 1.15 x 1 = 1955 psi, E= 1,300,000 psi Fc i i = 1400 psi FPERP= 650 psi FV= 285 x 1.2 = 327.75 psi Use 3 1/8"x 6" 24F-V3, DF/DF Glu-Lam:O.K. Quantity= 1 CV= 0.96 (12/d)°'1(5.125/b)°'1(21/L)°'151.0 = 1 b= 3.125 inches, d= 6 . inches,A=b(d) = 18.75 in.2 ; S = (b)d2/6= 18.75 in.3 I= (b)d3/12 = 56.25 in.4 fV= 1.5(RM,x-wd)/A= 44.8061866 psi, fB= M/S = 653.0383 psi ALIVE= 0.01587 in. < L/ 360 (Camber= None ) FB= 2400 x 1.15 x 1 = 2760 psi,E = 1,800,000 psi F011 = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Use 1 3/4"x 7 1/4" 1.9E Microllam®LVL: O.K. Quantity= 1 , b = 1.75 inches, d = 7.25 inches, CV= (12/d)°'136= 1 A= b(d) = 12.6875 in.2 ; S = (b)d2/6= 15.33072917 in.3; I= (b)d3/12 = 55.57389323 in.4 fV= 1.5(RMAx-md)/A= 66.216 psi,fB=MIS = 798.688 psi AToTAL= 0.02343 in. < L/ 240 ALIVE= 0.0152 in. < L/ 360 F3 = 2600 x 1.15 x 1 = 2990 psi,E= 1,900,000 psi Fc)) = 2310 psi FPERP= 750 psi FV= 285 x 1.2 = 327.75 psi Floor Addition Side Beam Start Cantilever: . Span = 2' - 1 1/4" = 2.104 ft. Tributary Width: Start= 0' - 9 3/4" = 0.8125 ft. End= 0' - 9 3/4" = 0.8125 ft. IIMIlntndPawlacyk Remodel Date: 3/6/2007 `\orfla�vt�ref By: Brett Danielson f3ogi meerissq. ■liar. 11011 East Twelfth Avenue Page: 11 of 12 • Tepio Office Center,Green Flap Building 104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2007042 Framing Design (509)532-1532 Voice and Cell,(509)534-0664 Fax Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Lateral(plf) Load Type Location (plf) (plf) Location (plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start Dead 0 ft. 0 17.9531 2.1 ft. 0 17.95313 0 37.776 39.74389 @ 0 ft. 27.87592 43.99169 29.32779 39.74389 @ 0 ft. Live 0 ft. 0 32.5 2.1 ft. 0 32.5 0 68.385 71.94716 @ 0 ft. 50.46294 79.63682 53.09121 71.94716 @ 0 ft. Point Load Distance from Axial Load Lateral Load Moment Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from Type Support (lbs.) _ (lbs.) _ (ft-lbs.) _ Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (fl-lbs.) start Dead 1.973958 ft. 0 500 0 0 500 986.3464 @ 0 ft, 973.5033 1407.862 -1281.1 986.3464 @ 0 ft. Live 1.973958 ft. 0 108 0 0 108 212.2005 @ 0 ft. 209.4375 302.8844 -275.614 212.2005 @ 0 ft. Snow 1.973958 ft. 0 786 0 0 786 1551.198 @ 0 ft. 1531 2214.103 -2014.75 1551.198 @ 0 ft. Wind 1.973958 ft. 0 -177 0 0 -177 -349.763 @ 0 ft. -345.209 -499.235 454.2854 -349.763 @ 0 ft. ' Dead Load Forces 0 537.46 1026.09 ' 1001.379 �1451.853 -1251.78 1026.09 Live Load Forces 0 175.89 284.1477 259.9004 382.5213 -222.523 284.1477 Snow Load Forces 0 785.83 1551.198 1531 2214.103 -2014.75 1551.198 Wind Load Forces 0 -177.2 '-349.763 ^-345.209 -499.235 454.2854 -349.763 0 1499.2 2861.436 2792.28 4048.477 -3489.05 2861.436 Floor Addition Side Beam: Span = 1' - 4" = 1.333 ft. Tributary Width: Start=0' - 9 3/4" = 0.8125 ft. End= 0' -9 3/4" = 0.8125 ft. Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Load Type Start Location End End Location (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 0 ft. 17.9531 1.3333333 ft. 17.95313 11.9688 11.969 3.989583 @ 0.6667 ft. 1.773148 1.773148 0.738812 0 @ 0 ft. Live 0 ft. 32.5 1.3333333 ft. 32.5 21.6667 21.667 7.222222 @ 0.6667 ft. 3.209877_3.209877 1.337449 0 @ 0 ft. Cantilever Moment at Moment at Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from Forces Shear at Start Start(tt-Ibs) Shear at End End(ft-lbs) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start Dead 537.455809 -1026.1 0 0 1307.02 -769.6 -513.045 @ 0.6667 ft. -456.04 -228.02 -114.01 -1026.09 @ 0 ft. Live 175.885417 -284.15 0 0 388.996 -213.1 -142.074 @ 0.6667 ft. -126.288 -63.1439 -31.572 -284.148 @ 0 ft. Snow 785.831202 -1551.2 0 0 1949.23 -1163 -775.599 @ 0.6667 ft. -689.421 -344.711 -172.355 -1551.2 @ 0 ft. Wind -177.18874 349.763 0 0 -439.51 262.32 174.8816 @ 0.6667 ft. 155.4503 77.72515 38.86258 349.7632 @ 0 ft. Redundant? No Dead Load Forces 1318.99 757.6- -509.056 -454.267 -226.247 -113.271 -1026.09 Live Load Forces 410.663 -191.4 -134.852 -123.078 -59.9341 -30.2345 -284.148 Snow Load Forces 1949.23 -1163 -775.599 -689.421 -344.711 -172.355 -1551.2 Wind Load Forces -439.51 262.32 174.8816 155.4503 77.72515 38.86258 349.7632 Load Duration Factor= 1.15 Shear, 1.15 Moment 3678.88 -2112 -1419.51 -1266.77 -630.892 -315.861 -2861.44 Distributed Loads: Vary from: 50.453 plf at 0 feet to 50.453 plf at 1.333 and from 50.453 plf at 0 feet to 50.453 plf at 1.333 feet Minimum Depth =6 inches,Weight= 8.203 plf,Maximum Shear,V= 2331.675 lbs., Maximum Moment, M = 2861.436 ft-lbs Use 2 - 2 x 12 Number 2 Douglas Fir-Larch Beam: O.K. Quantity= 2 ,b= 1.5 inches, d= 11.25 inches, CFU= 1 CR= 1 A= b(d) = 33.75 in.2 ; S = (b)d2/6= 63.2813 in.3; I = (b)d3/12 = 355.957 in.4 CF= 1 fv= 1.5RM,x/A= 103.63 psi, 1B=M/S = 542.613051 psi,ATOTAL= 0.001in. <L/240, AuvE= 0.00lin. <L/360 FB= 875 psi c ' FB' =FB(CF)CR(CD)CFU= 1006.3 psi, E= 1,600,000 psi Fv= 95 psi�' Fv' =Fv(CD)CH= 109.25 psi Left Cantilever: ATOTAL= 0.02in. < L/120 (down) ALIVE= 0.011 in. < L/180 (down) island PawlacykI Date: 3 \nrth�v��ct Remodel /6/2007 `BagiNex riaq, Inc. By: Brett Danielson Taplo Office Center,Green Flag Building 11011 East Twelfth Avenue Page: 12 of 12 104 South Freya Street,Suite 110-F,Spokane,WA 99202 509)532-1532 Voice and Cell,(509)534-0864 Fax Project No.: 2007042 - Framing Design Use 4 x 10 Number 1 Douglas Fir-Larch Beam: O.K. Quantity= 1 , b= 3.5 inches, d= 9.25 inches, CFU= 1 CR= 1 A=b(d) = 32.375 in.2 ; S = (b)d2/6 = 49.9115 in.3; I= (b)d3/12 = 230.8405 in.4 CF= 1.2 fv= 1.5RM /A= 108.03 psi, IB =M/S = 687.9629104 psi,ATOTAL= 0.001in. < L/240, ALIVE= 0.001in. < L/360 FB= 1000 psi 4' FB' = FB(CF)CR(CD)CFU= 1380 psi, E= 1,700,000 psi Fv= 95 psi Fv' =Fv(Co)CH= 109.25 psi Left Cantilever: ATOTAL= 0.03in. <L/120 (down) ALIVE= 0.016in. < L/180 (down) Use 1 1/4"x 9 1/4" 1.3E Timberstrand®LSL:O.K. Quantity= 1 , b = 1.25 inches,d= 9.25 inches, Cv_ (12/d)°'092 = 1 A=b(d) = 11.5625 in.2 ; S = (b)d2/6 = 17.8255 in.3; I= (b)d3/12 = 82.44303 in.4 . fli= 1.5(RM,ux-Wd)/A= 302.49 psi,fB=M/S= 1926.3 psi ATOTAL= 0.00509 in. < L/ 240 ALIVE= 0.0033 in. < L/ 360 FB= 1700 x 1.15 x 1 = 1955 psi, E = 1,300,000 psi Fcli = 1400 psi FpERP= 650 psi Fv= 285 x 1.2 = 327.75 psi Left Cantilever: Aram',= 0.108in. < L/120(down) ALIVE= 0.059in. < L/180 (down) Use 3 1/8"x 6" 24F-V3, DF/DF Glu-Lam: O.K. Quantity= 1 Cv= 1 (12/d)°''(5.125/b)°'1(21/L)°''51.0 = 1 b = 3.125 inches,d= 6 inches,A=b(d) = 18.75 in.2 ; S= (b)d2/6= 18.75 in.3 I = (b)d3/12 = 56.25 in.4 fy= 1.5(RM,ix-c°d)/A. 186.5339682 psi, fB =M/S = 1831.319 psi ALIVE = 0.00346 in. < L/ 360 (Camber= None ) FB = 2400 x 1.15 x 1 = 2760 psi, E= 1,800,000 psi Fc11 = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi Left Cantilever: AToTAL= 0.115iri. < L/120 (down) ALIVE= 0.063in. < L/180 (down) Use 1 3/4"x 7 1/4" 1.9E Microllam®LVL: O.K. Quantity= 1 , b= 1.75 inches,d= 7.25 inches, Cv= (12/d)°'136 = 1 A=b(d) = 12.6875 in.2 ; S = (b)d2/6 = 15.33072917 in.3; I= (b)d3/12 = 55.57389323 in.4 fil= 1.5(RMAx-wd)/A= 275.67 psi,fB=M/S= 2239.77 psi Amu,= 0.00517 in. < L/ 240 OLIVE= 0.0033 in. < L/ 360 FB = 2600 x 1.15 x 1 = 2990 psi, E = 1,900,000 psi Fc i i = 2310 psi FPERP= 750 psi Fv= 285 x 1.2 = 327.75 psi Left Cantilever: ATOTAL= 0.11 in. < L/120 (down) ALIVE= 0.06in. <L/180 (down) PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS � V REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEY SLDIN a C?IVISION Tim 3 7 7 d7