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2007, 01-24 Permit App 07000221 ResidenceProject Number: 07000221 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: SFR W/ATT GAR Setbacks: Front 30 Left: Right: 7 Rear: Site Information: Plat Key: Name: Range Contact: Address: C - S - Z: Phone: Group Name: Project Name: Date: 1/24/2007 Page 1 of 3 ACCURATE CONCRETE/CONSTRUCTI 4013 S LINKE SPOKANE VALLEY, WA 99016 (509) 991-1463 District: East Parcel Number: 55074.0518 Block: SiteAddress: 18115 E INDIANA RD Location:: CSV Lot: Owner: Name: KOPETS, VLADIMIR & SVETLAN Address: 4013 S LINKE RD GREENACRES, WA 99016 Zoning: UR-3.5 Urban Residential 3.5 Water District: 134 CONSOLIDATED ID #19 Hold: Area: .00 Acres Width: -0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information Review Building Plan Review Released By: Driveway/Approach Originally Released: 1/12/2007 By: TMELBOU I Released By: Originally Released: 1/24/2007 By: JDAVIS Landuse/Zoning/HE Conditions Released By: Sewer Review Permits: Released By: PER BILLY 1/23 Operator: JD Originally Released: 1/24/2007 By: JDAVIS Printed By: JD Print Date: 1/24/2007 Project Number: 07000221 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Contractor: ACCURATE Address: 4013 S LINKE RD GREENACRES, WA 99016 Item Description APPROACH-CONST IN ROW Contractor: ACCURATE Address: 4013 S LINKE RD GREENACRES, WA 99016 Description Gar Type 1&2 FAMILY R-3 VB DECK OPEN R-3 VB GARAGE U-1 VB Item Description RESIDENTIAL PERMIT FEE WSBC SURCHARGE SF PLNS RVW < 7999 SQ FT Notes Contractor: ACCURATE Address: 4013 S LINKE RD GREENACRES, WA 99016 Item Description GAS WATER HEATER GAS APPLIANCE<=100,000BTU HEAT PUMP OR A/C 0-3 TONS VENTILATING FANS CLOTHES DRYER RANGE GAS LOG OR GAS INSERT AIR HANDLER <=10,000 CFM Approach Date: 1/24/2007 Page 2 of 3 Firm: ACCURATE CONCRETE/CONSTR Phone: (509) 891-5201 Units Unit Desc 1 NUMBER OF Permit Total Fees: Building Permit Fee Amount $50.00 $50.00 Firm: ACCURATE CONCRETE/CONSTR Phone: (509) 891-5201 This Application: Total Project: Sq Ft Valuation So Ft Valuation 1,855 $169,472.80 1,855 $169,472.80 149 $2,235.00 149 $2,235.00 510 $9,690.00 510 89,690.00_ Totals: 2,514 $181,397.80 2,514 $181,397.80 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Mechanical Permit Units 1 1 1 1 1 1 1 4 Operator: JD Printed By: JD Fee Amount $1,452.95 $4.50 $581.18 $2,038.63 Firm: ACCURATE CONCRETE/CONSTR Phone: (509) 891-5201 Unit Desc NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF Permit Total Fees: Print Date: Fee Amount $10.00 $12.00 $12.00 $10.00 $10.00 $10.00 $10.00 $48.00 $122.00 1/24/2007 Project Number: 07000221 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Contractor: ACCURATE Address: 4013 S LINKE RD GREENACRES, WA 99016 Item Description TOILETSBIDETS SINKS SHOWERS TUBS DISH WASHERS GARBAGE DISPOSAL CLOTHES WASHER MISCELLANEOUS FIXTURES Payment Summary: Permit Type Approach Building Permit Mechanical Permit Plumbing Permit Plumbing Permit Date: 1/24/2007 Page 3 of 3 Firm: ACCURATE CONCRETE/CONSTR Phone: (509) 891-5201 Units Unit Desc 2 NUMBER OF 5 NUMBER OF 1 NUMBER OF 2 NUMBER OF 1 NUMBER OF 1 NUMBER OF 1 NUMBER OF 3 NUMBER OF Fee Amount $12.00 $30.00 $6.00 $12.00 $6.00 $6.00 $6.00 $18.00 Permit Total Fees: $96.00 Fee Amount Invoice Amount $50.00 $50.00 $2,038.63 $2,038.63 $122.00 $122.00 $96.00 $96.00 Amount Paid $0.00 $0.00 $0.00 $0.00 Amount Owing $50.00 $2,038.63 $122.00 $96.00 $2,306.63 $2,306.63 $0.00 $2,306.63 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: JD Printed By: JD Print Date: 1/24/2007 SjT,b Valley Permit Center 11707 E Sprague Ave, Suite 106- Spokane Valley, WA 99206 - — (509)688-0036 FAX: (509)688-0103 Community Development www.spokanevalley.org. Residential Construction Permit Application ID ECE5W \r JAN 0,1 2007 f PERMIT NUMBER: 0 L. \ PERMIT FEE: El New Construction ❑ Accessory Bldg n Addition/Remodel ❑ Deck ❑ Other: SITE ADDRESS \'r 11a( 1� ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building Owner: Name: V, Address: q o f -2\ S Li n l ,, City: C'e-QM a c_ic S State: l tl i6c._ Zip: GI 6 of Phone: cock i _ j Lj L 4H I Fax: G a LA- LiCl S? Contact Person Name: S Ue r (O . t^. c. 1 Ltd 1)2 - Phone: 3 Describe the scope of work in detail: Contractor: Name: ^` CL A 6"A-t COvlC L GJ v� �, ) A'v,,c_tj,)�t Address: ,c, L�<_ GA. S C 4» r City: State: Zip: Phone: Fax: Contractor Lic No: .� . xp ; Date: �ccu�c assPE� � c. 1, 31I c -7 City Business Lic. No: Cost of Project: $ 1 3O 0 00 **************The following'MUST be complete: (write N/A if not aAn*able * ******************* HEIGHT TO PEAK: DIMENSIONS: 5 C XS6(t # OF STORIES: 1 TOTTAL HABITABLE SPACE: S RFACE MAIN FLOOR TO SQ. FTG, S2-- /�j 2NU FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: �� IMPERV OUI AREA: j� v FINISHED BASEMENT SQ. FTG: _f GARAGE SQ. FTG: 5-7a S4- -DECK/COV. P IO SQ. FTG / ! ; S: 30% SLOPES ON PROPERTY: # OF BEDROOMS:. CONSTRUCTION TYPE: Sti c l'._ HEAT SOURCE: (vG ?-u r-&.( G S SEWER OR SEPTIC? Sec,, ;�; (1 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 ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. Signature Method of Payment: ❑ Cash Bankcard #: Authorized Signature: REVISED 8/25/2905 ❑ Check ❑ Mastercard Expires: Date I �� ❑ VISA VIN#: Permit Center SpOk�l• ne 11707E Sprague Ave, Suite 106 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 Community Development www.spokanevallev.or° Mechanical Permit Application L . 11ey SITE ADDRESS: 5 ' (%-1 U , 0 S PERMIT NUMBER: PERMIT FEE: ❑ Commercial EA Residential Building Owner Name: U I A d \ VIA 1 J VC.-}{rn V> 0. K-C', rS�C Phone: si�i'O l'.)_01 / A14i 1 - I Ll6 3 Fax: q ay - (lei fl Address: L40I3 S Li ✓v e City: G i2Q ✓AO.c RS State: w /� Zip: t0f Contractor ilui ,1 Name: A _ _ __ c _ /�_ _ _ c Phone: (3g,t,=r Fax: Address: ‘0, JI .Lkyo--- City: State: Zip: . License No: City Business Lie: Contact Name: S V e.4" \ A ✓L A kc_o,c is Phone: CI CI (- I L{ ( 3 1 2 DESCRIPTION OF WORK #OF UNITS X COST = TOTA FUEL BURNING APPLIANCE FUEL BURNING APPLIANCE Equal to or less than 100,000 More than 100.000 X X $12.00 $15.00 3 4 5 6 7 8 UNLISTED APPUANCE (Additional Fee) UNLISTED APPLIANCE (Additional Fee) USED APPLIANCE (WSEC min. AFUE rating) USED APPLIANCE (WSEC min. AFUE rating) BOILER/REFRIGERATION BOILER/REFRIGERATION Equal to or less than 400.000 More than 400,000 Equal to or less than 400.000 More than 400,000 1 - 100M BTU X X X X X $50.00 $100.00 $50.00 $100.00 $12.00 101 - 500M BTU X $20.00 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 BOILER/REFRIGERATION 501 - 1.000M BTU X $25.00 BOILER/REFRIGERATION BOILER/REFRIGERATION 1,001 - 1.750M BTU More than 1.750M BTU X X $35.00 $60.00 GAS LOG, GAS INSERT. GAS FIREPLACE RANGE DRYER X X X $10.00 $10.00 $10.00 i0 ID FUEL BURNING WATER HEATER MISC. FUEL BURNING APPUANCE GAS PIPING (each outlet) DUCT SYSTEMS VENTILATING FANS AIR HANDLER (DOES NOT include ducting) AIR HANDLER (DOES NOT include ducting) EVAPORATIVE COOLERS Equal to or less than 10.000 CFM Greater than 10,000 CFM 1, 4 x X X X X X X $10.00 $10.00 $1.00 $10.00 $10.00 $12.00 $15.00 $10.00 10 0 TYPE I HOOD X $50.00 TYPE II HOOD X $10.00 25 26 HEAT PUMP/AIR CONDITIONER AIR CONDITIONER 0-3 TON 3-15 TON X X $12.00 $20.00 I2 27 28 29 30 AIR CONDITIONER AIR CONDITIONER 15-30 TON X $25.00 30-50 TON X $35.00 AIR CONDITIONER More than 50 TON X $60.00 LPG STORAGE TANK X $10.00 31 32 33 WOOD OR PELLET STOVE/INSERT WOOD STOVE - FREE STANDING REPAIR & ADDITIONS X $10.00 X X $25.00 $15.00 34 VENTILATION SYSTEMS X $12.00 35 36 VENTILATION MECHANICAL EXHAUST INCINERATOR - RESIDENCE X X $12.00 $19.00 37 INCINERATOR - COMMERCIAL x $22.00 METHOD OF PAYMENT: ['CASH 0 CHECK 0 VISA 0 MC CARD AUTHORIZED SIGNATURE: REVISED 8/26/05 EXPIRES: VIN: SUBTOTAL PROCESSING FEE $35.00 TOTAL PERMIT FEE DUE: Spokane �i%iIIey PERMIT NUMBER: Plumbing Permit Application PERMIT FEE: ❑ Commercial 0 Residential SSZ L1 , Permit Center 11707E Sprague Ave, Suite 106 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 Community Development www.spokanevallev.orp SITE ADDRESS: Building Owner Name: Phone: Fax: Address: Contractor City:_. ___.. _....__. _ ._. State: Zip: Name: Phone: _... __._.. .Fax:... Address: City: State: - Zip: License No: City Business Lic: Contact Name: ... _ Phone: D DESCRIPTION OF WORK U # OF UNITS X 1 TOILETS WATER CLOStI-BIDETS-.. .: c�. •.. -X- COST :.$6.00 = TOTAL AMOUNT ,..:_‘..). 2 URINALS X 3 TUBS . ...... X $6.00 O..... = _. , .- 4 SHOWERS (PER TRAP) BATH, STALL_ ,ON -SITE . BUILT I $6.00. 5 SINKS . _ LAVS/BASINS, BAR, FLOOR, KITCHEN LAUNORYAITILITY, JANITOR, PHOTO,$6.00 X-RAY. FOOD, PREP/CULINARY MEAT , ._ _. A �� 6 DISHWASHER X $6.00 = 7 CLOTHES WASHER = rin 8 GARBAGE DISPOSAL M Sean '. $600 $6.00 9 WATER SOFTENER ® 10 ELECTRIC HOT WATER TANK NOTE: IF GAS SEE MECHANI • 3 � FLOOR DRAINS AREA, CASE, COIL, TRENCH, CONDENSATE - X $6.00 $6.00 = ROOF DRAINS/OVERFLOW DRAINS FOUNTAINS, DRINKING $6.00 • WATER PIPING/DRAIN-IN WASTE, VENT. PLUMBING, REVERSAL NSTALLATION, ALTERATION, REPAIR, REVERSALS $6.00 = 15 SEWAGE EJECTOR GRINDER SUMP PUMP -© $6.00 16 WATER USING DEVICE ICE AN/OR COFFEE MAKER, HOSE BIB, STEAMER PROOFER, CARBONATOR, SWAMP COOLER X • $6.00 i V 17 CROSS CONNECTION DEVICE VACUUM BREAKER, CHECK VALVE, AND R.P.B.P.D. FOR: VATS, TANKS, BOILERS X $6.00 18 INTERCEPTORS GREASE TRAP, SAND TRAP, CHEMICAL HOLDING TANK X $6.00 19 MEDICAL GAS (per outlet) 1RTROUS OXYGEN X $6A0 20 MISCELLANEOUS PLUMBING FIXTURE X $6.00 21 PRIVATE SEWAGE DISPOSAUSYS X $20.00 22 INDUSTRIAL WASTE INTERCEPTOR X $15.00 METHOD OF PAYMENT: DCASH ❑ CHECK ❑ VISA 0 MC EXPIRES: Card* VIN: SUBTOTAL Q i_ 00 PROCESSING FEE $35.00 TOTAL PERMIT FEE DUE: AUTHORIZED SIGNATURE: REVISED 826/05 KOPETS BLA EXISTING SITE PLAN LOCATED IN A PORTION OF THE SE 1/4 OF SECTION 7, TOWNSHIP 25 NORTH, RANGE 45 EAST, W.M. APN 55074.0513 25,280 S.F. co TRACT 19 EXPIRES: 9/17/2006 TRACT 20 Approx TO BE _.��00 Dr.Fld. REMOVED ----.— 1 _,. APN Snd CP o 55074.0613 35,250 S.F. r—— 1o i HSE 1 L —d 1.01 N 235.00' 't E. INDIANA AVENUE 0 31.0' 100 200 SCALE IN FEET USKH Engineering • Land Surveying Planning • Materials Testing 621 W. Mallon Ave, Ste 309 Spokane, WA 99201 (509) 328-5139 Parcel Values Page 1 of 1 Spokane County Parcel Data Locator SroKAI\ GDU TY Help New Search Modify Search Summary_ Parties Values Taxes SaI_es Info Seg/ Merge Event/Notices Lai Dwelling / Structure Parcel Photo Documents WebPlus Prism Historical Field P Printable Fact Sheet w/o Taxes Printable Fact Sheet_Taxes Only Printable Fact Sheet with Taxes All Data As Of : 01/24/2007 Parcel Number: 55074.0518 Owner/Name Address 1 Address 2 City State Zip Country Role KOPETS, VLADIMIR & SVETLANA 4013 S LINKE RD GREENACRES WA 99016 100 Taxpayer/Name Address 1 Address 2 City State Zip Country Role KOPETS, VLADIMIR & SVETLANA 4013 S LINKE RD GREENACRES WA 99016 100 Help New Search Modify Search Contact Information http://webpadaWParcelParties.aspx 01/24/2007 KOPETS BLA PROPOSED SITE PLAN LOCATED IN A PORTION OF THE SE 1/4 OF SECTION 7, TOWNSHIP 25 NORTH, RANGE 45 EAST, W.M. cb Q. TRACT 19 79.00' I� pF cS p1 TO BE �y REM W 0 0 0 0 TRACT 20 w 0 0 0 140.50 rsl TO BE REMOVED APN 10.4'— 55074.03 46,355 S51.F.10.5 219.50' APN 55074.0613 14,175 S.F. 94.50' Approx Dr.Fld. cn o 0 I HSE� — — E. INDIANA AVENUE 0 94.50' 31.0' 100 200 SCALE IN FEET USKH Engineering • Land Surveying Planning • Materials Testing 621 W. Mallon Ave, Ste 309 Spokane, WA 99201 (509) 328-5139 (f I l 5 a tcU cuAc,_ vO no' 5 NO' G" i Sv okoa-ci lea' • 1 u -C-E .......... 6 `' T vv(Lat/La n v� 6J aij Loa 3Q-L'Q ' t I is- a �v.cQ a y, c_ 5p_ vc1oluz - 140(6 5 6," o ;LkG' C 4 �y�sQp Q L'CC Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4 Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6 Min. 16,18 or 20 in. APA Portal Frame Bracing' Engineered Shear Wall Bracing GYPS Minimum depth for frost protection in the City of Spokane Valley is 24 inches measured from the bottom of the footing to finish grade. Grade slope away from building a minimum 6 inches in first 10 feet. Radon Mitigation System Required If Vents Subject to Closure 6 mil Vapor Barrier Required T.HE CONTRACTOR_ SHALL CHECK.: &_.. _. r. VERIFY: ALL_blMEPl SIO;NS: PRIOR.TO.-. _ . CONSTRuc"nON . ._ N1101.3.1 Attic insulation certification requirea as to R - value or coverage. Markers, attached to trusses or rafters, required for every 300 sf of attic space with 1 inch high numbers for installed thickness of insulation. . i 7+ IPPA uh.lo0.tel: taw 404 • 4i11zeiar-c17. `gall:). `fig hlsn.t OR- Fco-n6.11 4 but tJbR & It) al.. vat 141 10140 ,4,0 I • Y`- �4I sra 01..Alb To i-14s+TE3i- MiVBt.:1A;rf I'x fa1ZnWd I'xl,1ntAtL Wgwoor toK-tz [9* �.h� dgetthE 1201. 01105 0//t4:11 L0 OC .K(NG Mil; • I2.4iii 611yd iz4rT A • t "o,P• .1%4i16P` loppr jx4Wa.,fjl:Usc: STICK: FF/. kritir. A1.Ita& . 14yi,s1r, peon PQNYWALL. *MAX. 10' 4 A • n:. t -TO its C)I2 ..rlrA, ?Ael _of_ , iuc "i�i%E: ; iPUt. 1l�tti Ul"I hU�� 1►��^::::tom. aals-i 3?=X,11.25' MIN., HEADER (BUILT.UP. SOLID SAWN, GLULAM ETC) 6' TO 18' FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D`SINKERS AT 3° O.C. TYP. . :1000LB•HEADER STRAP OPPOSITE SHEATHING AS SHOWN (SEE SECTIIONA-A) TYP. ' • FASTEN SHEATHING TO HEADER WITH LID COMMON NAILS IN 3' GRID PATTERN AS SHOWN AND 3' O.C. ,IN a1.l PRAMjNG (STUDS. AND SILLS) TYP. • FOR.FRAMES OVER 8'; PANEL SPLICE (IF NEEDED) SHALL OCCUR WITHIN 24' OF MID -HEIGHT. BLOCKING IS REQUIRED. IF 2X_ BLOCKING IS USED THEN IT MUST BE STITCH NAILED WITH ONE ROW OF 160 SINKERS AT 3' O.C. 18', • • SEE TYP. CORNER FRAMING DETAIL ✓ 112' DIA: ANCHOR BOLT WITH 7" MIN. • EMBEDMENT & 2' X? X 3NG PLATE WASHER, tI1 L 1. 4 A FRONT ELEVATION f NOT TO SCALE I25Recommended construction details for. 6i t,tA{ p::-... I7n0. loov,. 1/4" Ott WyWv: Pt.aef, Jo* SHEATHING FILLER IF NEEDED 18D SINKERS 2 ROWS 3' O.C. 1000 LB •HEADER STRAP 315! MIN. THICKNESS WOOD STRUCTURAL PANEL 160 NAIL ®:24 IN. O.C. • 80 NAIL.0:6 IN. O.C. INALL PANEL EDGES NOT PART OF PORTAL FRAME • FRAMING FOR GYPSUM WALL BOARD (OPTIONAL) PORTAL FRAME WALL SEGMENT TYP. SECTION A A SIDEi ELEVATIOi4 regfinafRatil trial -frame bracing without hold-downs ft- ixtp aae vile - --, 11.11 42/4'.01KyLl iv 01014 M p&is' AGE -A ilel4.411 L A Ike :OiF11 it4F0. Izolii'iiL. .71 Ix b hKI I2fi Ipb .. ?ifiSiMao .h_ All details may not apply. See floor plans to identify Applicable details. All Construction shalt be in full compliance -with the International Residential Code for one and two-story Dwellings 2003 addition. • _ Am Cif ..- . ..:.i�P Li Fr 14) ' CEILING: '/2" GWB if perpendicular to rafters or trusses 24" o.c. and no water based texture used— . otherwise 5/8" GWB. DECKS: Ledger board requires'/2" lag bolt @ 16" o.c. with flashing behind. Guardrail 36 in. high required if floor more than 30 in. above grade. Picket spacing no more than 4 in. apart. Posts require approved base and beam connectors. Min. 24 in. frost protection to finish grade with min. 12 in. footing base. :(:olt/.14111SXIT°:C.11'111‘WI DI��A c.T �70c�.i.414 6/l. �N C�►NbrcS"lL�� 11 .Up ieiDij • O.Ui..4U (h120 Pam, Pa ter) • tiOxi, .11209) Ihill t1Y0121214 Nl ail ki01 _HtL k7f6112: WAIA. la,4v IitI JL ril2l�G�Y1''•.�'b L s Pi,c *kV igetkl 1. 101. 2v RATO IVY iiar 6004 ttl, tell Hit • M 1;1 salt a t 1'. Anchor Bolts- Minimum'/2' x 10" with 7" concrete embedment at 6' o.c. and 12" from ends of sill plates. tpAH bleAtz9 •• r ' Li rtrrikl 1LJ4 PL. °Ise 6FA.Akir .. 64646 404 tAI. Attention: Owner and/or contractor shall review and/or read all Documentations on working documents and specification Sheet prior to -construction. • All construction shall be in full compliance with the International Residential Code for one and two-story Dwellings 2003 addition. ® international Residential Code is a stand-alone code, Washington State will continue to follow: Uniform Plumbing Code - (UPC 2003 edition governing) State Electrical Code - (NEC as adopted by the state L & I I • And local cities governing) State Energy Code - (WSEC governs) All working documents produced, altered and/or sold by Independent Home Design Inc. are the SOLE PROPERTY Of Independent Home Design Inc. These working documents Can be reused in any manner by independent Home Design Inc: • Independent Home Design Inc. working documents maybe Required forspecial engineering based on the requirements Of 2003 International Residential Codes. These engineering Fees are the soul responsibility of owner and/or contractor. it Owner, :contractor and sub-contractorsshall verify all conditions On working documents and site conditions prior to construction. All writtendimensions on working -documents shall have. precedence Over all scaled dimensions. Contractor, sub -contractors and/or Ownter shall verify and be "responsible for all dimensions and conditions On ;hegiven project. Independent Home Design Inc. must be Notified of any discrepancies form dimensions and site conditions Of the working documents prior to construction. No alterations shall be made to working documents without prior Notification to independent Home Design Inc. Without notification, this relieves Independent Home Design Inc. Of ALL LIABILITIES for the working documents. These working documents were not prepared and/or reviewed By licensed Architect Or Engineer. However, these working Documents have been prepared to professional industry standards And every effort has been made for the accuracy of the Working documents. Sta a Tway ®' R303.6 Stairway illumination. All interior and'exterior stair- ways shall be providedwith a means to illuminate the stairs, in- cluding the landings and treads, .Interior stairways shall be provided with an artificial" light source located in immediate vicinity of each landing of the stairway: For interior stairs the artificial light sources shall be capable of illuminating treads and landings to levels not less than 1 foot-candles (11 lux) mea- sured at the center of treads and :landings: Exterior stairways shall be provided with an artificial light source located in the immediate vicinity of the top landrng of the stairway:: Exterior stairways 'providingaccess to a basement from the outside grade level shall be provided with an artificial light source lo- cated in the immediate vicinity of the bottom landing of the stairway. Exception: An artificial light source is not required at the top and bottom fanding,'provided an artificial light source is located directly over each stairway section. 11303.6.1 Light activation. The control for activation of the • required interior stairway lighting shall be accessible at the top and bottom of each stairway without traversing any steps. The illumination of exterior stairways shall be con- trolled from inside the:dwelIing unit. Exception: Lights that are continuously illuminated or automatically controlled. SECTION R310 EMERGENCY ESCAPE AND RESCUE OPENINGS R310.1 Emergency escape and rescue required. Basements with habitable space and every sleeping room shall have at least one openable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, emergency egress and'rescue openings shall be required in each sleeping room, but shall not be required in adjoining areas of the base- ment. Where emergency escape and rescue openings are pro- vided they shall have a sill height of not more than 44 inches (1118 mm) above the floor. Where a door opening having a threshold below the adjacent ground elevation serves as an emergency escape and rescue opening and is provided with a bulkhead enclosure, the bulkhead enclosure shall comply with • Section 310.3. The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. Emer- gency escape and rescue openings with a finished sill height be- ' low the adjacent ground elevation shall be provided with a window well in accordance with Section R310.2. R310.1.1 Minimum opening area. All: emergency escape and rescue openings shall have a minimum net clear open- ing of 5.7 square feet (0.530 m2). Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet (0.465 m2). . R310.1.2 Minimum opening height. The minimum net clear opening height shall be 24 inches (610 mm). R310.1.3 Minimum opening width. The minimum net clear opening width shall be 20 inches (508 mm). R310.L4 Operational constraints. Emergency escape and rescue openings shall be operational from the inside of the room without the use of keys or tools. R310.2 Window wells. The minimum horizontal area of the window well shall be 9 square feet (0.84 m2), with a.minimum horizontal projection and width of 36 inches (914 mni). The area of the window well shall allow the emergency escape and rescue opening to be fully opened. Exception: The ladder or steps required by Section R310.2.1 shall be permitted to encroach a maximum of 6 inches (152 mm) into the required dimensions of the win- dow•well. R311.5 Stairways. R311.5.1 Width. Stairways shall not be less than 36 inches (914 mm) in clear width at all points above the permitted handrailheight and below the required headroom height. Handrailsshall not project more than 4.5 inches (114 mm) on either side of the stairway and the minimum clearwidth of the stairway at and below the handrail height, including treads and landings, shall not be less than 31.5 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. - Exception: The width of spiral stairways shall be in ac- cordance with Section R311.5.8. • ifi For tional s.id.c:.:flt!al ne ® and - Two Family Dwellings R311.5.2 Headroom. The minimum headroom in all parts of the stairway shall not be less than 6 feet 8 inches (2036 mm) measured vertically from the sloped plane adjoining the tread nosing or from the floor surface of the landing or platform. R311.5.3 Stair treads and risers. R311.5.3.1 Riser height. The maximum riser height shall be 73/4 inches (196 mm). The riser shall be mea- sured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). R311.5.3.2 Tread depth. The minimum tread depth • shall be 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planesofthe foremost projection of adjacent treads and ata right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mra). Winder treads shall havea minimum tread depth of 10 inches (254 mm) measured apoint 12 inches mm from the side as above at ( ) where the treads are narrower. Winder treads shall -have a minimum tread depth of 6 inches (152 mm) atany point. Within any flight of stairs, the greatest depth at the 12 inch (305 mm) walk line shallnot exceed the smallest by more than 3/8 inch (9.5 nirn). R3115.3.3 Profile. The radius of curvature at: the lead- iltg edge of the tread .shall be no greater than 9/16 inch (14.3 mm). A nosing not less than 3/, inch (19 mm) but not more than 11/4 inch (32 mm) shall be provided on stairways with solid rise:s. The greatest nosing:projec- tion shall not exceed the smallest nosing projection by more than 3/8 inch (9.5 mm) betwee.1 two stories, includ- ing the nosing at the- level of floors and landings. Beveling of nosing shall not exceed 1/2 inch (12.7 mm). Risers shall be vertical or sloped from the underside of the leading edge of the tread above at an angle not more than 30 (0.51 rad) degrees from the vertical. Open risers are permitted, provided that the opening between treads does not permit the passage of a 4-inch diameter (102 mm) sphere. Exceptions: 1. A nosing is not required where the tread depth is a.minimum of 11 inches (279 mm). 2. The opening between adjacent treads is not lim- ited on stairs with a total rise of 30 inches (762 nun) or less. R311.5.4 Landings for stairways. There shall be a floor or landing at the top and bottom of each stairway. Exception: A floor or landing is not required atthe top of an interior flight of stairs, provided a door does not swing over the stairs. A flight of stairs shall not have a vertical rise greater than 12 feet.(3658 mm) between floor levels or landings. The width of each landing shall not be less thanthe stair- way served. Every landing shall have a mittimunt dimension of 36 inches (9.14 mm) measuredinthe direction of travel. R311.5.5 Stairway walking surface. The walking surface of treads and landings :of .stairways shall be sloped no steeper than one unit vertical' in 48 inches horizontal (2-per- cent slope). R311.5.61tandrails. Handrails shall be provided on at least one side of each continuous run of treads or flight with four or more risers. R311.5.6.1 Height. Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or fin- ish surface of ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.5.6.2 Continuity. Handrails for stairways shall be continuous for the full length of the flight, from a point directly above the top riser of the flight to a point directly above lowest riser of the flight. Handrail ends shall be re- turned or shall terminate in newel posts or safety termi- . nals. Handrails adjacentto a wall shall have a space of not less than 11/2 inch (38 mm) between the wall and the handrails. Exceptions: 1. Handrails shall be permitted to be interrupted by a newel post at the turn. 2. The use of a volute, turnout, starting easing or starting newel shall be allowed over the lowest tread. id Conditions® TABLE R401.4.1 PRESUMPTIVE LOAD -BEARING VALUES OF FOUNDATION MATERIALS° CLASS OF MATERIAL • LOAD -BEARING PRESSURE (pounds per square foot) Crystalline bedrock 12.000 Sedimentary and foliated rock 4,000 Sandy gravel and/or gravel (GW and GP) 3,000 Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) 2,000 Clay, sandy clay, silty clay, clayey silt, silt and sandy silt (CI, ML, MH and CH) 1,5001' . For SI: 1 pound per square foot = 0.0479 kN/in2. a. When soil tests are required by Section R401.4, the allowable bearing ca- pacities of the soil shall be part of the recommendations. b. Where the building official determines that in -place soils with an allowable beating capacity of les•s than 1,500 psf are likely to be present at the site. the TABLE.R4031 MINIMUM WIDTH OFCONCRETE OR MASONRY F007INGS (inches) LOAD -BEARING VALUE OF SOIL:(psf) 1,500. 2,000 . 3,000 • >_4;000 Conventional fight -frame construction 1-story 12 12 12 12 2-story 15 12 12 12 3-story 23 17 12 12 ,Inch brick veneer .over :light frame or 8-inch hollow concrete masonry 1-story 12 12 12 12 2-story 21 16 12 12 3-story • 32 24 16 12 8-inch solid or fully grouted masonry. 1-story 16 12 12 12 2-story • 29 21 14 12 3-'story 42 32 21 16 For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2. a. Where minimum footing width is 12 inches, a single wythe of solid or fully grouted 12-inch 'nominal concrete masonry units is permitted to be used. R311.5.6.3 Handrail grip size. All required handrails shall be of one of the following types or provide equiva- lent graspability.. 1. Type I. Handrails with a circular cross section shall have an outside diameter of at least 11/4 inches (32 mm) and not greater than 2 inches (51 mm). If the handrail is not circular it shall have a perimeter di- mension of at least 4 inches (102 mm) and not greater than 61/4 inches (160 mm) with a maximum cross section of dimension of 21/4 inches(57 mm). 2. Type II. Handrails with aperimet'r greater than 61/4 inches (160 ram) shall provide a graspable finger re- cess area on both sides of the profile. The finger re- cess shall begin withina distance of 3/4 inch (19 mm) measured vertically fromthe tallest portion of the profile and achieve a depth of at least 5/f6 inch (8 mm) within 7/8 inch (22 mm) below the widestpor- tion of the profile. This required depth shall con- tinue for at least 3/8 inch (10.min) 'to a levelthat not less than 13/4 inches (45 mm) below the tallest por- tion of the profile. The minimum width of the hand- rail above the recess shall be 1 t/4 inches ('32mm):to a maximum of 23/4 inches (70 mm). Edges shall have a minimum radius of 0.01 inches (0.25 mm). R311.5.7 Illumination. All stairs shall be provided with il- lumination in accordance with Section R303.6. SECTION R312 GUARDS R312.1 Guards required. Porches, balconies or raised floor surfaces located more than 30 inches (762 mm) above the floor or grade below shall have guards not less than 36 inches (914 mm) in height. Open sides of stairs with a total rise of more than 30 inches (762 mm) above the floor or grade below shall have guards not less than 34 inches (864 mm) in height measured vertically from the nosing of the treads. Porches and decks which are enclosed with insect screening shall be provided with guards where the walking surface is lo- cated more than 30 inches (762 mm) above the floor or grade below. Foundations© TABLE R4041.1(1) PLAIN CONCRETE AND -PLAIN MASONRY` FOUNDATION WALLS MAXIMUM WALL • HEIGHT (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT` (feet) PLAIN CONCRETE: MINIMUM NOMINAL WALL THICKNESS:(inches) PLAIN MASONRY' MINIMUM NOMINAL WALL THICKNESS (inches) Soil classes!' GW, GP, SW and SP GM, GC, SM, SM-SC and MI. SC, MH, ML-CL •and inorganic CL GW, GP, SW and SP GM, GC, SM, SM-SC and ML SC, MH, ML-CL and inorganic CL • 5 4• 5 6 6 6 6 6 6 6 solid' or 8 6soliddor8 6 solidu or 8 8 6 solid' or 8 10 • 6 4 5 6 6 6 6 6 6 8g 6 6 8g 6 solidd or 8 6solidd or8 8 .. 6 solid( or 8 8 10 6 solid' or 8 10 , 12 7 4 5 6 7 6 6 6 8 6 6 8 8 6 86 8 10 6 solidd or 8 6 solid' or 8 10 12 8 10 12 10 solidd 8 10 10 solids 12 solidd 8 4 5 6 7 • 8 6 6 8g 8 10 6 6 8 10 10 6 8 10 10 12 6 solidd or 8 6 solid' or 8. 10 12 10 solidd 6 solidd or 8 10 12 12 solidd 12 solid' 8 12 12 solidd Footnote e Footnote e 9 4 5 6 7 . 8 9 • 6 6 8 8 10 10 n 8g 8 10 10 12 6. 8 10 10 12 • Footnote f _......, -): _ 8 10 12 12 solidd Footnote e c so:i1=1 or I0 12 12 solidcl Footnote a Footnote e 12 12 solidi Footnote e Footnote e • Footnote.' For SI: I inch = 25:4 mm, I foot = 304.8 mm, I pound per square inch = 6.895 Pa. a. Mortar shall be Type M or Sand masonryshall be laid in running'bond. Ungrouted hollow masonry units are permitted except where otherwise indicated. b. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. c. Unbalanced backfill height is the difference in height of the exterior and interior finish ground levels. Where an interior concrete slab is provided, the unbalanced backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. d. Solid grouted hollow units or solid masonry units. e, Wall construction shall be in accordance with Table R404.1.1(2) or a design shall be provided. f. A design is required. g. Thickness may be 6 inches, provided minimum specified compressive strength of concrete, f'r, is 4,000 psi. TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM SPECIFIED COMPRESSIVE STRENGTH° (f'c) Weathering potentialb Negligible Moderate Severe Basement walls, foundations and•other concrete not exposed to the weather 2,500 2,500 • 2,500° Basement slabs and interior slabs on; grade, except garage floor slabs 2,500 2,500 2,500c Basement walls, foundation walls, exterior walls and other vertical concrete work exposed to the weather 2,500 3,000d 3,000d Porches, carport slabs and steps exposed to the weather, and garage floor slabs 2,500 . 3,000d4 3,500d.c For SI: I pound per square inch = 6.895 kPa. a. At 28 days psi. b. See Table R301.2(1) for weathering potential. c. Concrete in these locations that may be subject to freezing and thawing during construction shall be air -entrained concrete in accordance with Footnote d. d. Concrete shall be air entrained. Total air content (percent by volume of concrete) shall not be less than 5 percent or more than 7 percent. - e. See Section R402.2 for minimum cement content. TABLE R4041.1(2) ORCED CONCRETE AND MASONRY° FOUNDATION WALLS TABLE R4041.1.(4) REINFORCED CONCRETE AND.MASONRY° FOUNDATION WALLS (continued) For SI: 1 inch = 25.4 mm, I foot = 304.8 mm. a. Mortar shall be Type M or S and masonry shall he laid in running bond. b. Alternative reinforcing bar sizes and spacings having an equivalent cross -sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches. c. Vertical reinforcement shall be Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall he at least 6.75 inches. d.• Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. e. Unbalanced backfill height is the difference in height of the exterior and interior finish ground levels. Where an interior concrete slab is provided. the unbalanced backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. MAXIMUM WALL ( MAXIMUM UNBALANCED HEIGHT ! BACKFILL HEIGHT' (feet) (feet) MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING" FOR 8-INCH-NOMINAL WALL THICKNESS Soil classesd GW,'GP, SWand SP soils GM,.GC, SM, SM-SC and ML soils SC, MH, ML-CL and inorganic CL soils 6 1 . 5 • 6 #4 at 48" o.c. #4 at 48" o.c. ! #4 at 48" o c. #4 at 40" o.c. #4 at 48" o.c. #5 at 48" o.c. _ 4 5 . 7 I .6 7 #4 at 48" o.c. #4 at 48" o.c. #4 at 48" o.c. #4 at 40" o.c. #4 at 48" o.c. ##4 at 48" o.c. #5 at 48" o.c. #5 at 40" o.c. #4 at 48" o.c. • #4 at 40" o.c. #5 at 40" o.c. #6 at 48" o.c. -- 5 . 6 8 7 • i 8 #4 at 48" o.c. #4 at 48" o.c. #5 at 48" o.c. #5 at 40" o.c. #4 at 48" o.c. #5 at 48" o.c. #6 at 48" o.c. • #6 at 40" o.c. #4 at 40" o.c. #5 at 40" o.c. #6 at 40" o.c. #6 at 24" o.c. _ 1 5 I 6 9 . • 8 9 #4 at 48" o.c. ! #4 at 48" o.c. • I #5 at 48" o.c. #5 at 40" o.c. #6 at 40" 0.c. #4 at 48" o.c. #5 at 48" o.c. #6 at 48" o.c. #6 at 32" o.c. #6 at 24" o.c. #5 at 48" o.c. #6 at 48" o.c. #6 at 32" o.c. #6 at 24" o.c. #6 at 16" o,c. For Si: 1 inch = 25.4 nnn, 1 loot = 304.8 nun. a. Mortar shall he Type M or S and masonry shall be laid in running bond. b. Alternative reinforcing bar sizes and spacings having an equivalent cross -sectional area of reinforcement per lineal blot of wall shall he permitted provided the spacing of the reinforcement does not exceed 72 inches. c. Vertical reinforcement shall he Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall he at least 5 . inches. d. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. • e. Unbalanced hacktill height is the difference in height of the exterior and interior ftnishground levels. Where an interior concrete slab is provided. the unbalanced backfill height shall he measured from the exterior finish ground level to the top of the interior concrete slab. TABLE R404.1.1(3) TE AND MASONRY' FOUNDATION WALLS MAXIMUM WALL HEIGHT (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT° • (feet) VERTICAL REINFORCEMENT SIZE AND SPACING" FOR 12-INCH NOMINAL WALL THICKNESS .--_.------ ... Soil classes°•___ GW, GP, SW and SP soils GM, GC, SM, SM-SC and ML soils SC, MH, ML-CL and inorganic CL soils 1 7 4 • 5 6 7 . #4 at 72" o.c. #4 at 72" o.c. #4 at 72" o.c. #4 at 72" o.c. #4 at 72" o.c. . #4 at 72" o.c. #4 at 64" o.c. #4 at 48" o.c. #4 at 72" o.c. #4 tat 72" o.c. #4 at 48" o.c. #5 at 56" o.c. 8 5 6 7 8 #4 at 72" o.c. #4 at 72" o.c. #4 at 64" o.c. #4 at 48" o.c. #4 at 72" o.c. #4 at 56" o.c. • #5 at 64" o.c: #4 at 32" o.c. #4 at 72" o.c. #5 at 72" o.c. #4 at 32" o.c. #5 at 40" o.c. 9 . 5 6 7 8 9 #4 at 72" o.c. #4 at 72" o.c. #4 at 56" o.c. . #4 at 64" o.c. #5 at 56" o.c. #4 at 72" o.c. #4 at 56" o.c. #4 at 40" o.c. #6 at 64" 0.c. #:7 at 72" o.c. #4 at 72" o.c. #5 at 64" o.c. #6 at 64" o.c. . #6 at 48" o.c. #6 at 40" o.c. For SI: 1 inch = 25.4 mm. 1 foot = 304.8 mm. a. Mortar shall be Type M or S and masonry shall be laid in running bond. b. Alternative reinforcing bar sizes and spacing having an equivalent cross -sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches. c. Vertical reinforcement shall be Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 8.75 inches. d. Spit classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. e. Unbalanced backliill height is the difference in height of the.exterior and interior finish ground levels. Where an interior concrete slab is provided. the unbalanced backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. TABLE R404.1 1(4), REINFORCED•CONCRETE AND MASONRYe FOUNDATION WALLS • MAXIMUM WALL HEIGHT (feet) MAXIMUM UNBALANCED BACKFILL HEIGHT° (feet) MINIMUM VERTICAL:REINFORCEMENTSIZE AND SPACINGb•' FORt104NCH NOMINALWALL THICKNESS "Soil Classesd GW, GP, SW:and'SP soils GM, GC, SM, SM,SC and ML soils SC, MH, ML-CL and inorganic CL soils. 4 #4 at 56" o.c. #4 at 56" o.c. #4 at 56" o.c. 5 #4-at 56": o.c. #4, at 56" o.c. • #4 at 56" o.c. 6 #4. at 56" o.c. #4 at 48" o.c. #4 at 40" o.c. 7 #4.at 56" o.c. #5 at 56" o.c. ##5 at 40" o.c. 5 #4 at 56" o.c. i 4 at 56" o.c. • #4 at 48" o:c.. 6 #4 at 56" o.c. #4 at 48" o.c. #5 at 56" o.c. 8 7 . #4 at 48" o.c. #4 at 32" o.c. 1 #6 at 56" o.c. 8 #5 at 56" o.c. #5 at 40" o.c. I #7 at 56" o.c. ' 5 #4 at 56" o.c. #4 at 56" o.c. #4 at 48" o.c. 6 #4'at56" o.c. #4 at 40" o.c. #4 at 32" o.c. 9 7 #4 at 56" o.c. #5 at 48" o.c. #6 at 48" o.c. 8 #4 at 32" o.c. #6 at 48" o.c. #4 at 16" o.c. 9... _. #5 at 40" o.c. #6•at 40" o.c. • #7 at 40" o.c. ode 3 FOR ADDtS10NAL SPEG;`SHT SEE S2 & S3 Floors: JOIST SPACING (inches) 12 16 SPECIES AND GRADE Douglas fir -larch Douglas fir -larch Douglas fir -larch Douglas 'fir -larch Hem -fir Hem -fir Hem -fir Hem -fir Southern pine Southern pine Southern pine Southern pine Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Douglas fir -Larch Douglas fir -Latch Douglas fir -larch Douglas fir -larch Hem -fir Hem -fir Hem -fir Hem -fir Southern pine Southern pine Southcm pine Southern pine Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir 19.2 24 Douglas tir-larch Douglas fir -larch Douglas lir-larch Douglas fir -larch Hem -fir Hem -fir Henn -fir Hem -fir Souther pine Southern pine Southern pine Souther pine Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Douglas fir -larch Douglas fir -larch Douglas fir -larch Douglas fir -larch Hem -fir Hem -fir Hem -fir Hem -fir Southern pine Southern pine Southern pine Southern pine' Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir TABLE R502,3.1(2) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential living areas, live Lod = 40 psf, L/A = 360) SS #1 #2 #3 SS #1 #7 ' #3 SS #1 #2 #3 SS #1 #2. #3. SS #1 #2 #3 SS #1 #2 #3 SS 41 42 #3 SS #1 #2 #3 SS #1 #2 #3 SS #1 #2 #3 SS #1 #2 #3 SS #1 #2 #k3 SS . #1 #2 #3 ss #1 #2 #3 SS #1 #2 #3 SS #1 #2 #3 2x6 ft.- In. 11-4 10.11 10- 9 8- 8 10-9 10- 6 10- 0 8- 8 11-2 10-11 10-.9 9- 4 10- 6 10- 3 10-3 8- 8 10- 4 9-11 9- 9 7- 6 9- 9 9- 6 9- 1 7- 6 10-2 9-11 9- 9 8- 1 9- 6 9- 4 9- 4 7- 6 9- 8 9.4 9- 1 6.10 9- 2 9- 0 8- 7 6-10 9- 6 9- 4 9- 2 7- 4 •9-0 8- 9 8.9 6-10 9- 0 8- 8 8-1 6-2 8- 6 2S- 4 7-11 6-2 8-10 8-8 8- 6 6- 7 8- 4 8- 1 8- 1 6- 2 DEAD LOAD=10: psf 2x8 (ft.- in.) 15-0 14-2 11-0 14- 2 13-10 13- 2 11-0 14-8 14-5 14- 2 11-11 13-10 13-6 13-6 11-0 13-7 13- 1 12- 7 9.6 12-10 12-7 12- 0 9- 6 13-4 13-1. 12-10 10.3 12- 7 12- 3 12- 3 9- 6 12-10 12- 4 11.6 8- 8 12- 1 11-10 11-3 8- 8 . 12- 7 12-4 12- I 9- 5 11-10 11-6 11-6 8- 8 11-11 11-0 10-3 7- 9 11-3 IC- 9 10- 2 7-9 11-8 11-5 11-0 8-.5 11-0 10- 3 10- 3 7- 9 200 I 2x12 2x6 Maximum floor joist spans (ft: In.) (ft.- In.) 19- ! 23.3 - - - 22- 0 17- 9 20- 7 13-5 15-7 18-0 21-11 17- 8 21- 6 16-10 20-4 13- 5 15- 7 18-9 22-10 18-5 22- 5 18-0 21-9 •14-0 16.8 •17- 8 21- 6 •17- 3 20- 7 17-.3 20. 7 13-5 15-7 17- 4 16-5 15- 5 11-8 16.5 16- 0 15-2 11-8 17- 0 16.9 :16.1 12- 2 • lb-0 i5- 5 .15-5 111.8 '16- 4 15-0 )4- 1 )0-7 15.5 14.8 13-10 10- 7 )6-0 )5-9 •14- 8 11- 1 15- 1 14- 1 14- 1 110- 7 15- 2 113- 5 112- 7 19-6 114-4 Il 3- 1 12- 5 9- 6 14-11 14-7 113- 1 9-11 14-0 12-7 12-7 9- 6 NOTE: Check sources for availability of'lurnber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm. 1 foot = 304,8 rnm, I pound per square foot = 0.0479 kN/m2. a. End bearing length shall be increased to 2 inch'es. • 21- 1 19- 1 17-10 13-6 19-11 18-7 17- 7 13-6 20.9 20- 4 18-1(1 14- 6 19- 6 17-10 17-10 13-6 19-10 17-5 16-3 12-4• 18-9 17-0 16- 1 12- 4 19- 6 19- 2 17- 2 13- 2 18-4 16- 3 16- 3 12-4 18- 5 15-7 14- 7 11-0 17- 5 l5- 2 14-4 11-0 18- 1 • 17- 5 15- 5 11-10 17- 0 14-7 14-7 11-0 fit: in.) 11-4 10- 6 7-11 10- 9 10-6 10- 0 7-11 11-2 10.11 10.9 8- 6 10-6 10.3 10.3 7-11 10- 4 9- 8 9- 1 6.10 9- 9 9- 6 8-11 6.10 10-2 9-11 9-6 7- 4 9- 6 9-1 9- 1 6-1(1 9- 8 8-10 8-3 6- 3 9-2 8- 8 8- 2 6- 3 9- 6 9- 4 8- 8 6- 9- 0 8-3 8- 3 6.3 9- 0 7-11 7- 5 5- 7 8- 6 7- 9 7- 4 5- 7 8-10 8.8 7- 9 6- 0 8-4 7- 5 7- 5 5- 7 DEAD LOAD = 20 psf 2x8 2x10 I 2)(12 tIt: hi.) 15- 0 13-3 10- 0 14- 2 13-10 13- 1 10-0 14- 8 14-5 14- 2 10-10 13-10 13.3 13.3 10- 0 13- 7 12-4 11-6 8-8 12-10 12-0 11-4 8- 8 13-4 13.1 12-4 9-5 12-7 11-6 11-6 8.8 12-10 11-3 10- 6 7-11 12- 1 10-11 10-4 7-11 12-7 12-4 11-3 8- 7 11-10 10-6 10- 6 7-11 11-11 10- 0 9- 5 7- 1 11-3 9-9 9- 3 7-1 11-8 11-3 10- 0 7- 8 11-0 9- 5 9- 5 7- 1 (ft.- in.) 19-1 17. 16.3 12- 3 18-0 16-11 16- 0 12- 3 18.9 18-5 16-11 12-10 17- 8 16- 3 16.3 12-3 17-4 15-0 14- I 10- 7 16- 5 14- 8 13-10 10.7 17- 0 16- 4 14-8 i1- I 16-0 14- 1 14- 1 10- 7 16-4 13-8 12-10 9.8 15-5 13-4 12.8 9- 8 16-0 14-11 13-5 10- 1 15- 1 12-10 12-10 9- 8 14-9 12-3 11-6 8-8 14-4 11-11 11-4 8- 8 14-11 13-4 12- 0 9-1 13- 8 11-6 11-6 8- 8 (ft.- in.) TABLE R502.3.3(1) °bot9n CANTILEVER SPANS FOR FLOOR JOISTS SUPPORTING LIGHT -FRAME EXTERIOR BEARING WALL AND ROOF ONLY ' (Eloor:Live:Load <_ 40 psf, Roof Live Load 5 20 psf) 23-3 18-10 14-3 21-11 19.7 18-6 14-3 22-10 22-5 19-10 15-3 21-6 18-10 18-10 14- 3 21-0 17- 5 16-3 12-4 19-11 17- (1 16- 1 12.4 20. 9 19- 6 17-2 . 13.2 19-6 16.3 16.3 12- 4 • 19.2 15-11 14-10 • 11-3 18-9 15-6 14- 8 • 11-3 19- 6 17- 9 "15 8 (2-t 17-9 14-10 14-10 11-3 17- I 14- 3 13-4 10- 1 16-10' 13-io 13- 1 10- 1 18- 1 15-11 14- 0 10- 9 15-11 13-4 13: 4 10- 1 it ' • Maximum Cantilever Span (Uplift Force ateacaspansuppori ur l-u & Spacing : Ground Snow Load <_ 20 psf 30 psf 50 psf • 70 psf Roof Width Roof Width Roof Width Roof Width 24 ft. 1 32 ft. 1 40 ft. 24 ft. 32 ft: 40 ft. 24 ft. 32 ft. 40 ft. 24 ft. 32 ft. 1 40 ft. Member 2x8@ 12" 20" ' 15" i - (227) IV • (209) _ - - - - - - 2 x 10 @ 16" 29" .' 21" I 16" (297) (364) 26" (271) 18" (354) : - 20"- (375) 2 x 10'@ 12"36" ( - I 32" 25"21" (287) (356) 36"29"-- (263) (345) (428) 29"20" (367) (484) 23" (471) - - 2 x 12 @ 12" - i 42"I 31"_ (209) 1 (263) 37 (253) 27"36"27"17"31 (317) (271) (358) (447) (348) 19 (462) - 2 x 13 @ 8" - i 48" t 45". (136) (:169) _ 48" (164) 38" _ (206) _ 40" (233) 26" (294) 36" (230) 29" (304)•: 18" (379) For SI:. 1 inch = 25.4 mm, 1 pound per square Ibot = 0. )479 kN/nt2. a. Tabulated values are for clear -span roof supported sokly by exterior bearing.walls. . • h. Spans are based on No. 2 Grade lumber of Douglas fir -larch. hem -fir, southern pine, and spruce-pine-tir for repetitive (3 or more) members. . c. Ratio of backspan to cantilever span shall he at (cast 3:1. d. Connections capable of resisting the indicated uplift force shall be provided at the backspan support. e. Uplift force is for a backspan to cantilever span ratio of 3:1. Tabulated uplift values are permitteda0 be reduced by multiplying by ato facr equal to 3 divided by the uctital backspan ratio provided (3/haekspan ratio). . 1'. Sec Section R301.2.2.2.2. item 1. for additional limitations on cantilevered floor joists for detached one- and two-fiunily dwellings in Seismic Design Categories Di and D, and townhouses in Seismic Design Categories C. Di. and D2. • . • P - b *. A full -depth rim joist shall he provided -at the cantilevered end of the joists. Solid blocking shall be provided at the cantilever support. . h. Linear interpolation shall he permitted for building widths and ground snow loans other than shown. TABLE R5C2,3.3(2) •e b a t 'CANTILEVER SPANS FOR`FLOOR JOISTS SUPPORTING EXTERIOR BALCONY Member Size 2x8 2x8 2x 10 2x10 Spacing 12" 16" 12" 16" 2x 10 24" 2x12 16" 2.x12 24" Maximum Cantilever Span (Uplift Force at f 3ackapan:Support In Lbs.r d Ground Sriow: Load 530 psf 42" (139) 36"(151) 61" (164) 53"(180) • 43"(212) 72"(228)' 58".(279) 50 psf 39" (156) 34" (171) 57" (189) 49" (208) 40" (241) 67" (260) 54" (319). 70 psf 34" (165) 29" (180) 49" (201) 42" (220) 34" (255) 57" (268) 47" (330) For SI: 1 inch = 25.4 inm. 1 pound per square foot = 0.0479 kN/m2. - a. Spans are based on No..2 Grade lumber of:Douglas fir -)arch. hem -fir, southern -pine, and spruce -pine -fir for repetitive (3 or more) members. h. Ratio of backspan to cantilever span shall be at least 2:1. c. Connections capable of resisting the indicated uplift force shall be provided at the backspan support. . . d. Uplift force is for abackspan.to cantilever span ratio of 2:1.tabulateduplift values are permitted to be reduced by multiplying by a factoreqUal to 2 dividedby.tbe, actual'baekspan ratio provided (21backspan ratio). C. A full -depth rim joist shall be provided at the cantilevered endofthe. joists. Solid blocking shall be providedat.the. cantilevered support, t'. Linear interpolation shall be permitted for ground snow loads other than shown. . In ependent Home Attention: • Owner and/or contractor shall review and/or read all Documentations on working documents and specification Sheet prior to construction. • All construction shall be in full compliance with the International Residential Code for one and two-story Dwellings 2003 addition. !� International Residential Code is a stand-alone code, Washington State will continue to follow: - Uniform Plumbing Code - (UPC 2003 edition governing) - State Electrical Code - (NEC as adopted by the state L & I And local cities governing) - State Energy Code - (WSEC governs) • All working • documents produced, altered and/or sold by Independent Home Design Inc. are the SOLE PROPERTY . Of Independent Home Design Inc. These working documents Can be reused in any manner by Independent Home Design Inc. ® Independent Home Design Inc. working documents maybe Required for special engineering based on the requirements Of 2003 International Residential Codes. These engineering Fees are the soul responsibility of owner and/or contractor. ('wrr. contractor ver : all conditions On working documents and site conditions prior to construction. • All written dimensions on working °documents shall have. precedence Over all scaled dimensions. Contractor, sub -contractors and/or Owner shall verify and be responsible for all dimensions and conditions On the given project Independent Home Design Inc. must be Notified of any discrepancies >form'dimensions . and site conditions Of the working documents prior to construction. No alterations shall be made to working documents withoutprior Notification to independent Home Design Inc. Without notification, this relieves. Independent Home Design Inc. Of ALL LIABILITIES for the working documents. • These working documents were not prepared and/or reviewed By licensed Architect or Engineer. However, these working Documents have been prepared to professional industry standards And every effort has been made for the accuracy of the Working documents. Walls: TABLE R502;5(.1) • GIRDER SPANS". AND; HEADER SPANS" FOR EXTERIOR BEARING WALLS t6•rn ine and spruce -pine -fir° and•required number of jack studs) (Maximum spans tor toughs fir -larch, hem-fi r, sou e . p GROUND SNOW LOAD (psf)' • 30 50 Building width' (feet) GIRDERS AND • 20 28 . 36 20 • 28 36 • HEADERS • SIZE Span NJd Span NJ ° Span NJ ° Span NJ ° Span NJd Span NJ° SUPPORTING 2-2x4 3-6 1 3-2 I 2-10 1 3-2 1 2-9 1 2-6 i 2 2-2x8 6-10 I 5-11 2 5-4 2 5-11 2 5-2 2 4-7 2 2-2x10 8.5 2 7-3 2 6-6 2 7-3 2 6-3 2 5-7 2 2-2x12 9-9 2 8-5 2 7-6 • 2 8-5 2 7-3 2 6-6 2 3.2x8 8-4 1 7-5 • 1' • 6-8 1 7-5 1 6-5 2 5-9 2 Roof and ceiling 3-2x10 10-6 1 9-1 2 8-2 2 9-1 2 7-10 2 7-0 . 2.- 3-2x12 32-2 2 10-7 2 9-5 2 10-7 2 9-2 2 8-2 2 7-O I 6-1 a 5-5 2- 6-1 2 S. 2 • 7 4.2„8 4-2x10 I1-8 i 10-6 1 9-5 2 10-6 I 9-1 ® 8-2 2 4-2x12 14-1 1 12-2 2 10-11 2 12-2 2 1(1-7 2 9-5 2 2 2-2x6 4-6 1 4-0 1 3-7 2 4-1 I 3-7 2 3-3 2 2 2-2x10 7-0 2 6-2 2 5-6 2 6-4 2 5-6 2 5-0 2 2-2x12 8-1 2 7-1 2 6.5 2 7-4 2 6-5 2 5-9 3 • Roof. ceiling and one 3.2x8 7-2 I 6-3 2 5-8 2 6-5 2 5-8 2 5-1 2, center -hearing moor 3-2x10 8-9 2 7-8 2 6-11 2 7-11 2 6-11 2 6-3 2 3-2x12 10-2 2 8-11 2 8-0 2 9-2 2 8-0 7-3 2. • • 4-2x8 5-10 © 5-2 2 4-8 2 5-3 4 7 4-2 2 ' 4-2x10 10-1 1 8-10 2 8-0 2 9-1 2 8-0 7-2 2 4-2x12 11-9 2 10-3 2 9-3 2 10-7 2 9-3 8-4 2 2-0 1 2.2x4 2-8 I 2-4 2-1 I 2-7 I 2-3 I 2-2x6 3-11 1 3-5 3-0 2 3-10 2 3-4 2 3-0 2 2-2x8 5-0 2 4-4 3-10 2 4-10 2 4-2 2 3-9 2 2-2x10 6-1 2 5-3 4-8 2 5-11 5-1 2 4-7 i 3 2-2x12 7-1 2 6-1 5-5 3 6-1(1 5-11 3 5-4 3 • Roof. ceiling and one clear 3.2x8 6-3 2 5-5 4-10 2 6-1 2 5-3 2 4-8 2 span floor 3-2x10 7-7 2 6-7 2 5-11 2 ,7-5 2 6-5 2 5-9 2 3-242 8-10 2' 7-8 2 6-10 2 8-7 2 6-8 2 4-2x8 ' 5-1 2 4-5 2 3-11 2 4-11 2 3-10 2 4-2x10 8-9 2 7-7 2 6-10 2 8-7 2 ® 2 6-7 . 2 4.2x12 10-2 • 2 8-10 2 7-11 2 9-11 2 8-7 2 7-8 2 2-2x4 2-7 . I 2-3 1 2-0 1 2-6 I 2-2 1 I-11 i 2-2x6 3-9 2 3-3 2 2-11 2 3-8 2 3-2 2 2-10 2 . -2x8 4-9 2 4-2 2 3-9 2 4-7 2 4-0 2 3-8 2 • . 2-2x10 5-9 2 5-1 2 4-7 3 5-8 2 4-11 2 4-5 3 Roof. ceiling and two center -bearing floors 2-2x12• 3-2x8 3-2x10 6-8 5-10. 3 5-3 3 5-9 5-11 3-2x12 4-2x8 4-2x10 4-2x12 7-3 8-5 2 5-2 2 4-8 2 5-9 2. 5-I 2 4-7 2 4-10 8-4 2 2 2 6-4 7,4 4.3 2. 2 2 5.8 • 6-7 3-10 2 2 2 7-1 8.2 4-9 2 2 2 6-2 7-2 4-2 2 2 2 2 6-5 3 3-9 2 9-8 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 2 2 8-6• 2 7-8 _ 2 9-5 2 8-3 . 2 7-5 2 TABLE,RSO2`5O--continued GIRDER: SPANS' AND. HEADER�SPANS" FOR EXTERIOR BEARING WALLS • • Maximum spans forrpouglas fir=larch, hem=fir, southern pineantl spruce-pine-flrb arid:reguired:MOW 0)60:Studs ) GIRDERS AND HEADERS • '. GROUND SNOW LOAD (psi)' 30 . • 50 Buildingwidth° (feet) ' SIZE 20 • 28 36 2D 28 • 36 Span NJd Span •NJ° .Span MO Span Nie Span NJd Span tie SUPPORTING Roof. ceiling and two clear span floor 2-2x4 2-1 1 1-8 1 1-6 2 .• 2-0 1 1-8 1. 1-5 2 2-2x6 3-1 2 2-8 2 2-4 2 • 3-0 2 2-7 2; • 2-3 , 2 2.2x8 3-10 • 2 3-4 3 3-0 3 3-10 2 3-4 2 2-11 3 2-2x10 4-9 2 • 4-1 3 3-8 3 4-8 2 4-0 3 3-7 3 2-2x12 5-6 3 4-9 3 '4-3 .3 5-5 3 4-8 3 4-2 3 3-2x8 4-10 2 4-2 . 2 3-9 2 4-9 2• -4-1 2 3-8 2 3-2x10 5-1► 2 5-1 2 4-7 3 5-10 2 5-0 2 46. 3 .. 3-2x12 6-10 2 5-11 3 5.4 3 6-9 2 5-10 3 5-3 3 4-2x8 5-7 2 4-1(1 2 4-4 2 5-6 .2 4-9 2 4-3 -- 4-2x10 6-10 2 5-11 2 5-3 2 6-9 2 5-10 2 5-2 2 4.2x12 7-I1 2 6-10 2 . 6-2 3 7-9 2 6-9 2 .6-0 : 3 For SI: ' 1 inch = 25.4 mm. 1 pound per square foot = 0.0479•kN/m2. ' a. Spansare given in feet and inches. b. Tabulated values assume 42 grade lumber. c. Building width is mr,a parp •• sured: endicular to the ridge. For widths between those shown, spans are permitted to be. interpolated. d. NJ - Number ofjack studs required to support each end. Where the.number:of required jack studs equals one, the header is permitted to he supported byan ap- proved framing anchor attached to the full -height wall stud andto the header. • . e. Use 30 psi' ground snow load for Casts in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf. Inc. Specific • TABLE R 502 5(2) • GIRDER SPANS' AND HEADER SPANS8:FOR•INTERIOR BEARING'WALLS ther c-pine-f[rb and required number of: jack studs) • ,......,.....r....- (Maximum spans for 'moons fir -larch, hem-fi r, sou n,p BUILDING WIDTH' (feet) 20 • 28 36 HEADERS AND GIRDERS SUPPORTING SIZE Span NJd . Span ( NJd Span NJd . - 2-2x4 . 3-1 1 2-8 - 1 2-5 1 2-2x6 4-6 1 3-11. 1• 3-6 1 2-2x8 5-9 1 5-0 2 4-5 2 2-2x10 7-0 2 • 6-I 2 5-5 • 2 2-2x12 8-1 2 7-0 2 6-3 2• One floor only 3.2x8 7-2 1. 6-3 . 1 5-7 2 • 3-2*10 8-9 1 7-7 2 6-9 2 3-2x12 10-2 ' 2 8-10 2 7-10 2 4-2x8 9-0 1 7-8 I 6-9 I • 4-2x10 10-1 1 8-9 I 7-1(1 7 4-2x12 11-9 1 10-2 2 9-1 • 7- - 2-2x4 • 2-2 1 1-10 1 1-7 , I 2.2x6 3-2 2 2-9 2 2-5 2 2-2x8 4-1 2 3-6 2 3-2 2 2-2x10 4-11 2 4-3 2 3.10 3 • 2.2x12 5-9 2 5-0 3 4-a Two floors 3-2x8 . 5-1 2 4-5 2 3-11 2 3-2x10 . _'I 6-2 2 . 5-4 2 4-10 , 2 3-2x12 ( 7-2 2 6-3 2 5-7 ! 3 . 4-2x8 j 6-1 1 5-3 2 4-8 2 .• 4=2)(10 7-2 2 6-2 2 5-6 2 4-2x12 8-4 2 7-2 2 6-5 2 For Si: 1 inch = 25.4 min; I foot = 304.8 ram. • a. Spans are given in feet and inches.. . b. •Tabulated values assume #2 grade lumber. • Building width is measured perpendicular to the ridge. For widths between those shown; spans are permitted to he interpolated. c. Bull � P rP • d. NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one. the header is permitted to be supported by anap- proved framing anchor attached to the full -height wall stud and to the header. _ TABLER6023(1) f CAC9•�t,t�ii.Cr'Ht=nut P RAR 5 TIlItCTURAL' MEMBERS ternational Residential Corte For One and Two Fam ly • - we ire 200 TABLE R602.10.1 WALL BRACING • SEISMIC DESIGN CATEGORY OR WIND SPEED Category A and B (Ss <- 0.35g and Sdr <- 0.33g) or 100 mph and less . 1 Category C (Si <- 0,6g and S,f, <- 0.53g) or less than 110 mph • DESCRIPTION OF BUILDING ELEMENTS For Si: 1 inch = 25.4 min; I foot = 304.8 ram. • a. Spans are given in feet and inches.. . b. •Tabulated values assume #2 grade lumber. • Building width is measured perpendicular to the ridge. For widths between those shown; spans are permitted to he interpolated. c. Bull � P rP • d. NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one. the header is permitted to be supported by anap- proved framing anchor attached to the full -height wall stud and to the header. _ TABLER6023(1) f CAC9•�t,t�ii.Cr'Ht=nut P RAR 5 TIlItCTURAL' MEMBERS ternational Residential Corte For One and Two Fam ly • - we ire 200 TABLE R602.10.1 WALL BRACING • SEISMIC DESIGN CATEGORY OR WIND SPEED Category A and B (Ss <- 0.35g and Sdr <- 0.33g) or 100 mph and less . 1 Category C (Si <- 0,6g and S,f, <- 0.53g) or less than 110 mph • DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa,b,c,d • SPACING :OF FASTENERS Joist to sill or girder, toe nail 3-8d - • 1" x 6" subfloor or Iess to each joist, face nail 2-8d 2 staples, 13/4" . - ' - 2" subfloor to joist or girder, blind and face nail • 2-16d - - Sole to joist or blocking, face nail - • 16d 16" o.c. plate Top P or sole late to stud, end nail 2-16d - Stud to sole plate, toe nail 3-8d'or 2-16d - Double face nail • 10d 24" o.c.. . :studs, . Double topplates, face nail 0 10d 24" o.c. Sole plate to joist or blocking at braced. wall panels 3-16d 16" o.c. Double top plates, minimum 24-inch offset of end joints, face nail in • lapped area •• • 8-16d - Blocking between joists or rafters to top plate, toe nail 3-8d . - Rim top toe nail • 8d 6" o.c. ' .joist,to..plate, s face nail • Top plates, laps at:corner s:and`intersection , 2-l0d - • I " Built-up:fteader, two pieces with /2 spacer• 16d • 16" o.c. along each edge Continued.tteader, two pieces 16d 16" o.c. along ouch edge Ceiling joists to plate, toe nail • 3-8d - ' Continuous header to stud, toe nail 4-8d - • Ceiling joist, laps over partitions. face nail 3-10d - Ceiling joist to parallel rafters, face nail 3-l0d r - Rafter to plate, toe nail 2-16d - • 1" brace to each stud and plate, face nail 2-8d 2 staples; 13/4" - - I" x 6" sheathing to each bearing, face nail - 2-8d 2 staples, 13/4' - - 1" x 8" sheathing to each bearing, face nail 2-8d 3 staples, 13/4 " - • - Wider than 1" x 8" sheathing to each bearing, face nail 3=8d 4 staples, PI," - • - Built-up corner studs 10d 24"o.c. . Built-up girders and beams, 2-inch lumber layers I0d • Nail each layer as follows: 32" o.c. at top and bottom and staggered. Two nails at ends .:and .at each splice. 2" planks 2-16d At each bearing Roof rafters to ridge, valley or hip rafters: toe nail face nail - 4-16d 3-16d - ' - Rafter ties to rafters, face ,; 3-8d - _ •- TABLE R60:Fnct2 3(1)-7cont nuedrRUCTURAL.MEMBF ccuirnttt Category Di(S, <_ I.25g.and ' S;t, <- 0.83g) or less than 110 mph Category D2 or less than 110 mph CONDITION One story • Top of two or three story First story of two story Second story of three story First story of three story One story Top of two or three story First story of two story Second story of three story First story of three story One story Top of two or three story First story of two story Second story of three story First story of three story One story Top of two story First 'story of two story Cripple walls TYPE OF BRACE Methods 1,2,3,4,5,6,7 or8 Methods 1,2,3,4,5,6,7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Methods 1, 2, 3, 4, 5, 6, 7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Methods 2, 3, 4, 5, 6, 7 or 8 Method 3 AMOUNT OF BRACiNGa,a.° - Located at each end and at least every 25 feet on center but not less than 16% of braced wall line. Located at each end and at least every.25 feet on center but not less than 16% of braced wall line for Method 3 and 25% of braced wall line for Methods 2, 4, 5. 6, 7 or 8. Minimum 48-inch-wide panels located at each end and at least every 25 feet on center but not less than 25% of braced wall line for method 3 and 35% of braced wall line for Methods 2, 4, 5,6,7or8. - Located at each end and at least every 25 feet on center but not less than 16% of braced wall line for Method 3 and 25% of braced wall line for Methods 2, 4, 5, 6, 7 or 8. • Located at each end and at least every 25 feet on center but not less than 30% of braced wall line for Method 3 and 45% of braced walLline for Methods 2, 4, 5, 6, 7 or 8. - Located at each end and at least every 25 feet on center but not less than 43 % of line for Method 3 and 60% of'braced wall line • forMethods.2, 4, 5, 6, 7 or 8. Located at each end and at least every25 feet on center but not less than 20% of.hraced:wall line for Method 3 and 30% of braced wall -line for.Methods 2, 4, 5, 6, 7 or 8. Located at each end and not more than 25 feet -, on center but not less than 45% of braced wall line for Method 3 and 60% of braced wall line for Methods 2, 4, 5, 6, 7 or 8. Located at each end and not more than 25 feet on center but not less than 60% of braced wall line for Method 3 and 85% of braced wall line for Method 2, 4, 5, 6, 7 or 8. Located at each end and at least every 25 feet. on center but not less than 25% of braced wall line for Method 3 and 40% of braced wall line for Methods 2, 4, 5, 6, 7 or 8. Located at each end and not more than 25 feet on center but 'not less than 55% of braced wall line for Method 3 and 75% of braced wall line for Methods 2,4, 5, 6, 7 or 8. Located at each end and not more than 25 feet on center but not less than 75% of braced wall line. . For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN/m2, I mile per hour = 1.609 km/h. a. Wall bracing amounts are based on a soil site class "D." Interpolation of bracing amounts between the Sd, values associated with the Seismic Design Categories ' . shall be permitted when a site specific S,,, value is determined in accordance with Section 1615 of the L,rernational Building Code. b. Foundation cripple wall panels shall be braced in accordance with Section R602.10.2. c. Methods of bracing shall be as described in Section R602.10.3. The alternate braced wall panels described in Section R602.10.6 shall also be permitted. ' d. The bracingamounts for Seismic Design Categories are based on a 15 psf wall dead load. For walls with a dead load of 8 psf or less, the bracing amounts shall be : - permitted to be multiplied by 0.85 provided that the adjusted bracing amount is not less than that required for the site's wind speed. The minimum length of braced • panel shalt not be less than required by Section R602.10.3. - e. When the dead.load of the roof/ceiling exceeds 15 psf, the bracing amounts shall be increased in accordance with Section R301.2.2.4. Bracing required fora site's windpeed shall not be adjusted. ...... _ .. _... ......._._ • DESCRIPTION OF.BUILDING• MATERIALS . SPACING:OF FASTENERS , DESCRIPTiON.OF-FASTENERb.c" °a Edges(inches)' 'Intermediate supports" (inches) Wood structural• panels, subfloor, roof'end mall sheathing to framing, .and partloleboard wall sheathing-to:framing '/te - /'- 6d common nail (subfloor, wall) 8dCornrnon nail (roof)r 6 12r 19/12 _III 8d•common nail 6 12s 11/8"-11/4" 10d common nail: or 8d deformednail 6 12 ' • Other wall sheathing° 1regular cellulosic fiberboard ., /., 1'/.."galvanized roofing nail 6d commonnail staple , 16 ga., 11/, long • • 6 sheathing' •!/," structural cellulosic fiberboard 11/2"galvanized roofing nail 8d common nail staple 16 ga.. 11/2 long • sheathing '32 structural ccllulosic fiberboard sheathing 13/.1" galvanized roofing nail 8d common nail staple 16 ga., 13/,Hong 6 • ' " gypsum sheathing• /' gyp' 1'12" galvanized rooting nail; Gd common nail; staple galvanized, I'/, long; 11/4 screws, Type W or S • 4 . 8 5 /s gypsum sheathing 13/4"galvanized rooting nail; 8d common nail; staple galvanized, 15/8" long; I5/8" screws, Type W or S • 4 8 Wood structural panels, combinatlonsubfloor underlayment to framing 3/4' and less 6d deformed nail oc:8d common nail 6 12 7/80_ 1" 8d common nail or 8d deformed nail 6 12 11/8"- I 1/I" 10d common nail or 8d deformed nail 6 12 For SI: 1 inch = 25.4 min, 1 foot = 304:8 ram. 1 mile per hour = 1.609 km/h. a. All malls are smooth -common, box ordetormed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have minimum av- entge bending yield strengths as shown: 80 ksi:(551 MPa) for shank diameter of0.192 inch (20d common nail), 90 ksi (620 MPa) for shank diameters larger than 0.142 inch but not larger than 0.177 inch. and 100 ksi (689 MPa) for shank diameters of 0.142 inch or less. h. Staples are 16 gage wire and have a minimum 7/1, inch on diameter crown width. c. Nails shall be spaced at not more than•6 inches on center at all supports where spans are 48 inches or greater. d. Four-toot-by-8-toot or4-foot-hy-9-tirot.panels shallbe applied vertically. - e. Spacing of fasteners not included in this table shall be based on Table R602.3(2). f. 'For regions having basic wind speed of _110 mph or greater. 8d deformed nails shallbe used for attaching plywood and wood structural panel roof sheathing to framing within minimum 48-inch distance from gable end walls. if mean roof height is more than 25 feet,up. to 35 feetmaximem. . g. For region. havng ba.,c wind speed of 100 tnph or less naili; forattaching wood Structural panel roof sheathing to gable end wall framing shall be spaced 6 tnches • isreater than 1.00m h, nails forattachingpanel roof sheathing to: intermediate supports shall be spaced 6 inches on center for' on center. When basic wind speed .g . , .. P. minimum 48-inch distance from ridges eaves -and gable end walls;:and 4lnches on center to gable end wall'framing. ...h. Gypsum sheathing "shall conform to ASTNIC 79 Mid:shall be installed in accordance with GA 253, Fiberboard sheathing shall conform to either AHA 194.1 or ASTM C 208. i Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing Members and at all floorperimeters only. Spacing of fasteners on roof sheathingpanel edges applies topanel edges supported; by framing. members and at all roof plane pertmeters.Sleeking elf rotifer floorsheathing paneledges perpendicular to the training members shan't& be requiredexcept at intersectionOf adjacent roof planes. Floor and roof perimeter shallbe supported by framing members or solid bi• lking. ,.____...._ .. _,., . 4602.10,1 Braced wall panel construction methods. The: ;construction -of braced wall' panels shall be in accordance 'with one of the following methods: 1. Nominal 1-inch-by-4-inch (25.4 mm by 102 mm) ! i ! . continuous diagonal braces let into the top and trot - tom plates and the intervening studs or approved • metal strap devices installed in accordance with the manufacturer's specifications. The let -in bracing shall be placed at an angle not more than 60 degrees (1.06z rad) or less than 45 degrees (0.79 rad) from the horizontal. , 2. Wood boards of 5I8 inch (15.9 mm) net minimum thickness applied diagonally on studs spaced a maxi- mum of 24 inches (610 mm). Diagonal boards shall be attached to studsin accordance with Table R602.3(1). 3. Wood structural panel sheathing with a thickness not less than 5/16 inch (7.9 min) for 16-inch (406 mm) stud spacing and not less than 3/8 inch (9.5 mm) for24-inch ' (6i:0-inn) •stud spacing: Wood structural panels shall be:installed.in accordance with Table R602.3(3). 4. One=half inch (12.7 mm) or 25/3.2-inch (19.8 mm) thick structural: fiberboard sheathing: applied vertically or horizontally on studs spaced a maximum of 16 inches (406 mm) on center. Structural fiberboard sheathing shall be installed in accordance with Table R602.3( 1). 5. Gypsum board with minimum '/2- inch (12.7 mm) thickness placed on studs spaced a maximum of 24 inches (610 mm) on center and fastened at 7 inches (178 mm) on. centerwith'the size nails specified in Ta- ble R602.3(1) for sheathing and Table R702.3.5 for interior gypsum board. 6. Particleboard: wall sheathing panels installed in accor- dance with Table R602.3(4) 0 7. Portland-cementplaster on studs spaced a maximum of 16 inches (406 min) on center and installed in ac cordance with Section R703.6. 8. Hardboard panel siding when installed in accordance with Table iR703,4. Exception: Alternate braced wall panels constructed in: • accordance with•Section R602.10.6 shall be.permitted to: replace anyofthe above methods ofbraced;wall panels. . R602A044 Length'of braced panels..For Methods 2, 3, 4, each:braced wall panel shall he at least 48 and8:above, '•inches (1219 inm)',inlength, covering a minimum of three studspaces.where studs are spaced 16 inches (406 mrn) on ' ; center covering.a minimum of two stud spaces where I studs arespaced24inches.(6.10 mm) on center. For Method 5 above, each braced wall panel shall be at least 96 inches' ' (2438 min) in length where applied -to one face of a braced' wall panel at:least 48 inches (1219 mm) where applied: to both -faces. Exceptions: 1. Lengths of braced wall panels for continuous wood structural panel sheathing shall be in decor -- dance with Section R602.10.5. 2. Lengths of alternate braced wall panels -shall be in accordance with Section R602.10.6. :, R602.10 6 Alternate'braceclwallpanels. Alternate braced wall linesconstructed:in accordance with one of the follow- ing.:provisions shall be permitted to replace each 4 feet` ; • mm of braced Wallpanel as required by Section (1219 ) q R602.10.4: 1. In one-story buildings, each panel shall: have n length• of not lessthan2 feet, 8 inches (813 mm) and aheight . of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch-. minimum -thickness (9:5 min) wood structural panel sheathing nailed with .8d common or galvanized box . nails in accordance with Table R602.3(1) and blocked • at all wood structural panel sheathing edges. Two an- chor bolts installed in accordance with Figure • R403.1(1) shall be provided in each panel. Anchor bolts shall be placed at panel quarter 'points. Each panel •end stud shall have a tie -down device fastened to the foundation, capable of providing an uplift ca- pacity of at least 1.,800 pounds (816.5 kg). The tie -down device shall be installed in accordance with the manufacturer's recommendations. The panels •• shallbe :supported directly on:a foundation or onfioor . framing supported directly on a foundation which is : continuous across theentire length of the braced wall line. This foundation shall:be.reinforced with: not less than one No: 4 bar top and bottom. Whenthe continu- ous.foundation •is requiredto have a depth,greater than 12 inches (305 mm), a minimum 12-inch-by-12-inch (305 mm by 305 min) continuous footing or turned : down slab edge is permitted at door openings in the • braced wall line. This continuous footing or turned down slab edgeshall be reinforced with not less than 'cone No. 4 bar top and bottom. This reinforcement shall be lapped 15 inches (381 mm) with the rein- forcement required in the continuous foundation lo- cated directly under the braced wallline. 2. In the first story of two-story buildings, each braced wall panel shall be in accordance with item 1 above, • except that the wood structural panel sheathing shall be provided on both faces, sheathing edge nailing spacing shalt notexceed four inches on center, at least three anchor bolts shall' be placed at one -fifth points, and tie -down device uplift capacity shall not be less • than 3,000.pounds (1360:8 kg). R602.10.5 Continuous structural panel sheathing. When continuous wood structural panel sheathing is provided in accordance with Method 3 of R602.10.3 on all sheathable areas of all exterior walls, and interior braced wall lines,' where required, including areas above and below openings, braced wall panel lengths shall be in accordance with Table R602.10.5. Wood structural panel sheathing shall be in- stalled at corners in accordance with Figure R602.10.5. The bracing amounts in Table R602.40.1 for Method 3 shaIl be permitted to be multiplied by a factor of 0.9 for walls with.a maximum opening height that does not exceed 85 percent of the wall height or a factor of 0.8 for walls with a maximum opening height that does not exceed 67 percent of the wall height. TABLE R602.10.5 LENGTH REQUIREMENTS FOR BRACED WALL PANELS IN A CONTINUOUSLY SHEATHED WALL''' MINIMUM LENGTH OF BRACED WALL PANEL 8_foot wall 48 32 24 (inches) __ 9-foot wall 10-foot wall 54 60 36 40 27 30 • MAXIMUM OPENING HEIGHT NEXT TO THE BRACED WALL PANEL (% of wall height) 100% 85% - 65% For SI: I inch = 25.4 mm. 1 foot = 305 tom. 1 pound per square font = 0.0479 kN/m2. a. Linear interpolation shall be permitted. b. Full -height sheathed wall segments to either side of garage openings that support light frame roofs only. with roof covering dead (oasis of 3 psf or less shall be per- mitted to have a 4: I aspect ratio. TABLE•R703.4 WEATHER -RESISTANT SIDING AITAGHN1try t ArvY mirvimum i r71Vmarc,7o TYPE OF SUPPORTS FOR THE SIDING MATERIAL AND FASTENERSb.ad SIDING MATERIAL NOMINAL THICKNESS' (inches) JOINT TREATMENT SHEATHING PAPER REQUIRED Wood or wood structural panel sheathing Fiberboard sheathing into stud Gypsum sheathing into stud Foam plastic sheathing Into stud Direct to studs Number or spacing of fasteners 0.019r Lap No 0.120 nail 11/2" long 0.120 nail 2" long 0.120 nail 2"-long 0.120 nail' Not allowed ' Horizontal aluminum` Without insulation 0.024 Lap No 0.120 nail 1'/2' long 0.120 nail 2" long 0.120 nail 2" long 0.120 nail' Not allowed Same as stud spacing With insulation • 0.019 Lap No 0.120 nail 11/2' long 0.120 nail 21/2 " long 0.120 nail 2'/," long 0.120 nail' 0.120 nail 1 1/2' long Brick veneer Concrete masonry 2 2 Section R703 Yes (Note m) See Section R703 and Figure R703.7h veneer Hardboard'7/16 Panel siding -vertical Note g See R703.2 Note o Note o Note o Note o Note o 6" panel edges 12" inter. sup.' Hardboard' Lap -siding -horizontal ' 7/16 Note r Yes Note q Note q Note q Note q Note q Same as .,:.al spacing . 2 per bearing Steel' 29 ga. Lap No 0.113 nail 13/ " Staple-13/4 A 0.! 13 nail 23/ " Staple-21/ " 0.113 nail Staple-'2'1�' 0.113 Staple'nail' Not allowedallowed Same as stud spacing Stone veneer 2 Section R703 Yes (Note m) See Section R703 and Figure R703.7h Particleboard panels 3/4 - 1/2. Note g Note g 6d box nail 6d box nail 6d box nail box nail' 6d box nail, 3/8 not allowed • 6" panel edge 12" inter. sup. 51, Note:g Note g 6d box nail 8d box nail 8d box nail box nail' 6d box nail Plywood panels (exterior grade) 318 Note g Note g 0.099 nail-2" 0.113 nail-2'/2' 0.099 nail-2" 0'113 nail' 0.099 nail-2" 6" on edges Vinyl siding" 0.035 Lap No 0.120 nail t l/ " • Staple-13/4" 0.120 nail 2" Staple-21/2" 0.120 nail2" Staple-2'/2' 0.120 nail'allowed Staple' Not Same as stud spacing Wood' Rustic, drop 31, Min Lap No Face nailing up to Shiplap 19/,Z Average Fastener into stud -I" 0.113 nail-21/2" 6" widths, 1 nail per bearing: 8" Bevel 7/16 Lap No penetration Staple-2" widths and over, Butt tip 3/t6 Lap No 2 nails per bearing Fiber cement panel siding' s/ 18 Note t Yes Note y 6d corrosion resistant nail 6d corrosion resistant nail • 6d corrosion resistant nail _ 4d corrosion resistant nail' 6" oc on edges, 12" oc on intermed. studs Fiber cement lap siding' 5 /I6 Note w • Yes Note y 6d corrosion resistant nail' 6d corrosion resistant nail' __-.-.-..._..___ 6d corrosion resistant nail° '- 6d corrosion resistant Note x ____ _ _ .......... ______._.._._.. _____..._.. ______...._......._._..__.._.__.-_Y_ -.-_.-.....-___._-.-.--_ For Si: 1 inch = 25.4 mm. a. Based on stud spacing of 16 inches on center. Where studs are spaced 24 inches, siding shall be applied to sheathing approved for that spacing. b. Nail is a general description and shall be T-head, modified round head, or round head with smooth or deformed shanks. c. Staples shall have a minimum crown width oil/16-inch outside diameter and be manufactured of minimum No. 16 gage wire. d. Nails or staples shall be aluminum, galvanized, or rust -preventive coated and shall be driven into the studs for fiberboard or gypsum backing. e. Aluminum nails shall be used to attach aluminum siding. f. Aluminum (0.019 inch) shall be unbacked only when the maximum panel width is 10 inches and the maximum flat area is 8 inches. The tolerance for aluminum siding shallbe +0.002 inch of the nominal dimension. g. If boards or: panels are applied over sheathing or a weather -resistant membrane, joints neednotbe treated. Otherwise, vertical joints shall occur at studs and be covered witlbattens.oc belapped. • • : h. All attachments shallbe coated with a corrosion -resistive coating. i. Shall be -of approved type. ' directlyto studs s aced �� reater than 16 inches on center when long dimension is parallel to studs. One half -inch j. Three eighths inehplywoodshallnotbeappttedP g , .. ..... ...... .. Ps Spanprovidedthe wood shall not May be applied directly to studs spaced greater than 24 inches on center. The stud spacing shall not exceed the pane p rating by plywood s t `e ls are:instaned with the face grain perpendicular:to studs`or over sheathing =approved ` for that spacing.. manufacturerunles h .n. lied verticallyshall be nailed to horizontal nailing strips or blocking set24 inches on center. Nails shall penetrate 1.5 inches into studs, k. Woodboarcfsidinhe thi under the verticalsidin unlessthesid- ' studs and wood sheathing combined, or blocking. Aweather-resistant membrane shall be installed weatherboard fashiong ing boards'are lapped or battens are used. ;1. Hardboard:siding shall comply with AHA A135.6. m.For masonry veneer, a weather -resistant membrane or building paper is not required over water-repellent sheathing materials when a 1-inch air space is provided between the veneerand the sheathing. When the 1-inch space isfilledwith mortar, a weather -resistant membrane or building paper is required over studs or sheath- ing. n. Vinyl siding shall comply with ASTM D 3679. o: Minimum shankdiameter of 0.092 inch, minimum head diameterof 0.225 inch, and nail length mustaccommodate sheathing and penetrate framing 1.5 inches. p. When used to resist shear forces, the spacing must be 4 inches at panel edges and 8 inches on interior supports. q. Minimum shank diameter of0.099inch, minimum : head diameter of 0.240 inch, and nail length must accommodate sheathing and penetrate framing 1.5 inches. r. Vertical end joints shall occur at studs and shall be covered with a joint cover or shall be caulked. s. Fiber cement siding shall comply with the requirements of ASTM C 1186. t. See Section R703.10.1. u. Minimum 0.102 inch smooth shank, 0.255 inch round head. . v. Minimum 0.099 inch smooth shank, 0.250 inch round head. w See Section R703.10.2. • x. Face nailing: 2 nails at each stud. Concealed nailing: one 11 gage 11/2 galv. roofing nail (0.371 inch head diameter, 0.120 inch shank) or 6d galv. box nail at each stud. . 0 ' y. See Section R703.2, Exceptions. z. Minimum nail length must accommodate sheathing and penetrate framing 1.5 inches. TABLER702.3.5 THICKNESS AND APPLICATION OF GYPSUM BOARD THICKNESS 3F GYPSUM BOARD (inches) APPLICATION ORIENTATION OF GYPSUM BOARD TO FRAMING MAXIMUM SPACING OF FRAMING MEMBERS (inches o.c.) `• MAXIMUM SPACING; OF. • . FASTENERS(inches) SIZE OF NAILS FOR APPLICATION TO WOOD FRAMING' Nails' Screwsb 3/8 • '/2 Ceiling° Wall Ceiling Ceiling' • ' Wall Perpendicular Either direction • Either direction Perpendicular Either direction Application without adhesive 16 16 16 24 24 7 8 7 7 8 12 16 12 12 12 5/8 3/8 . Wall Either direction 16 8 16 13 gage, 11/4' long,19/64' head; 0.098" diameter, 11/4" • long, annular -ringed; or 4d cooler nail, 0.080" diameter, 13/$'long, 7/17'head. 13 gage, 13/8' long,19/84' head; 0.098" diameter, 11/4" long, annular=ringed; 5d cooler nail, 0.086" diameter, I5/8" long, 1544" head; or gypsum board - nail, 0.086" diameter, 15/8' long, 9/32' head. Ceiling Ceiling° - Wall Wall Ceiling' I/, or 5/8 Wall Either direction • Perpendicular Eitherdirection Either direction Ceiling Ceiling' Two 3/8 layers Wall , Perpendicular' Either direction 16 24 24 16 7 7 8 12 12 12 16 Application with adhesive 16 16 16 16 16 24 13 gage, 15/8' long, t9/64' head; 0.098" diameter, 13/8' long, annular-ringed;.6d cooler nail, 0.092" diameter, IV long, //4' head; or gypsum board, nail, 0.0915" diameter, 17/8' long, 19/64' head. Same as above for 3/8" gypsum board Either direction Ceiling • Wall • Perpendicular Either direction Perpendicular • 16 24 24 16 . 12 16 16 16 24 Same as above for 1/2" and 5/8' gypsum board, respectively • Either direction 16 24 16 24 16 24 Base ply nailed as above for''/2' gypsum board; face • ply installed with adhesive For SI: 1 inch = 25.4 mm. • a. For application without adhesive. a pair of nails spaced not less than 2 inches apart or more than 21/2 inahes apart may be used with the pair ofnailsspaced12 inches • on center. b. Screws shall be Type S or W per ASTM C 1002 and shall be sufficiently long to penetrate wood framing not than 5/8 inch and metal framing not less than 3/8 inch. c. Where metal framing is used with a clinching design to receive nails by two edges of metal, the nails shall be not less than 5/8 inch longer than the gypsum board`'. thickness and shall: have ringed shanks. Where the rnetat.fraininghas a nailing groove formed to receive the nails, the nails shall have barbed shanks or be 5d,13'6 .: gage, s a e, 151 inches long, 15/64-inch headfor 1/2-inch gypsum board: and 6d, 13 gage, 1 /8 inches long, 564-inch head for 5/8-inch gypsum board. • d. Three -eighths -inch -thick single-plygypsumboardshall notbeused onaceiling where awater-based textured fiiiishistobeapplied, orwhereitwill berequired to •. supportiitsulatiofi above a ceiling. On ceiling applications to receive a water -based texture material, either hand or spray applied, the gypsum °card shalt be an-, plied perpendicular to framing. When applying a• water --based texture material, the minimum gypsum board thickness shallbe increased from 3/8 inch to 1/2 inch: for !6-inch on center nter framing,and from'/,.ineh to /s inch for 24-inch on center framing or1/2-inch sag -resistant gypsum ceiling board shall be used. e. Type X gypsum � g sum • board for are a ceilings beneath habitable rooms shall be installed perpendicular to the ceiling framing and shall be fastened at maximum 6 inches o.c. by minimum 1 /s inches 6d coated' nails or equivalent drywall screws. FOR ADDISIONAL SPEC ::SHT:SEE S1 & S3 • OF SHEET:_ le:0, Attention: • Owner and/or contractor shall review and/or read all • Documentations on working documents and specification Sheet prior to construction. • Ali construction shall be in full compliance with thel International Residential Code for one and two-story Dwellings 2003 addition. • International Residential Code is a stand-alone code, Washington State will continue to follow: - Uniform Plumbing Code - (UPC 2003 edition governing) - State Electrical Code - (NEC as adopted by the state L & I And local cities governing) - State Energy Code - (WSEC governs) • All working documents produced, altered and/or sold by Independent Home Design Inc. are the SOLE PROPERTY Of Independent Home Design Inc. These working documents Can be reused in any manner by Independent Home Design Inc. • Independent Home Design Inc. working documents maybe Required for special engineering based on the requirements Of 2003 International Residential Codes. These engineeting Fees are the soul responsibility of owner and/or contractor. • Owner,.contractor and sub -contractors shall verify all conditions On working documents and site conditions prior to 0ml...ruction. • All written dimensions on working documents shall have precedence Over all scaled dimensions. Contractor, sub -contractors end/or Owner shall verify and be responsible for all dimensions and conditions On the given project. Independent Home Design Inc. must be Notified of any discrepancies form dimensions and site conditions Of the working documents prior to construction. • •No alterationishall be made to working documents without prior Notification to Independent Home Design Inc. Without notification, this relieves independent Home Design Inc. Of ALL LIABILITIES for the working documents. • These working documents were not prepared and/or reviewed By licensed Architect or Engineer. However, these working Documents have been prepared to professional industry standards And every effort has been made for the accuracy of the • Working documents. Home For 1:10ne - and - Two F Roof Construction: _ TABLE R802.5.1(6) RAFTER SPANS FOR COMMON LUMBER SPE ' IES (around snow load=50 psf, ceiling attached to rafters, L./A = 240). 12 16 SPECIES AND GRADE 2 x 4 DEAD LOAD = 10 psf 2x6 2x8 2x10 I 2x12 2x4 DEAD LOAD = 20 psf (feet - Inches) Douglas fir -larch Douglas fir -larch • #1 7-5 Douglas fir -larch Douglas fir -larch Hem -fir Hem -fir Hem -fir Hem -fir Southern pine Southern pine Southern pine Southern pine Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir 19.2 Spruce -pine -fir Douglas fir -larch Douglas fir -larch Douglas fir -larch Douglas fir -larch Hem -fir Hem -fir Hem -fir Hem -fir Southern pine Southern pine Southern pine Southern pine Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir Douglas fir -larch Douglas fir -larch Douglas fir -larch Douglas fir -larch Hen -fir Hem -fir Hein -fir Hem -fir Southern pine Southern pine Southern pine Southern pine Spruce -pine -fir Spruce -pine -fir Spruce -pine -fir RAFTER SPACING (inches) 24 Spruce -pine -fir #2 #3 SS #1 ' #2 #3 $S #1 #2 #3 SS #1 #2 #3 7-3 5-10 7-3 7-1 6-9 5-10 7-6 7-5 7-3 6-2 7-1 6-11 6-11 5-10 SS 7-0 #1 6-9 #2 6-7 413 5-0 SS 6-7 #1 6-5 #2 6-2 #3 5-0 SS 6-10 #1 6-9 #2 6-7 #3 5-4 SS 6-5 #1 6-4 #2 6-4 #3 5-0 S S #1 #2 #3 SS #1 #2 #3 SS #1 #2 #3 SS #1 #2 4#3 6-7 6-4 6-1 4-7 6-2 6-1 5-9 4-7 6-5 6-4 6-2 • 4-11 6-1 5-11 5-11 4-7 &et - Inches) 12-1 11-7 11-3 8-6 11-5 11-2 10-8 8-6 11-10 11-7 11-5 9-2 11-2 10-11 10-11 8-6 11-0 10-5 9-9 7-4 10-4 10-2 9-7 7-4 10-9 10-7 10-2 7-11 10-2 9-9 9-9 7-4 10-4 9-6 8-11 6-9 9-9 9-3 8-9 6-9 10-2 9-11 9-4 7-3 9-6 8-11 8-11 • 6-9 (feet - inches) 15-11 15-3 14-3 10-9 15-0 14-8 14-0 10-9 15-7 15-4 15-0 11-8 14-8 14-3 14-3 10-9 14-5 13-2 12-4 9-4 13-8 12-10 12-2' 9-4 14-2 13-11 13-2 10-1 13-4 12-4 12-4 9-4 13-7 12-0 • 11-3 8-6 12-10 11-9 11-1 8-6 13-4 13-1 12-0 9-2 12-7 11-3 11-3 8-6 2x6 2x8 2x10 2x12 fter spans' (feet- *feet- • I (feet- (feet- (feet - inches) Inches) inches) incheii) Inches) -i647 18-7 17-5 13-2 19-2 18-1 •17-2 13-2 19-11 19-7 18-2 13-9 18-9 17,5 17-5 13-2 18-5 16-1 15-1 11-5 17-5 . 15-8 14-10 11-5 18-1 17-6 15-9 11-11 17-0 15-1 15-1 11-5 -14:8 I -7:8' 21-7 I 7-5 20-2 • 7-1 15-3 5-5 17-4 14-8 13-9 10-5 16-5 14-4 13-7 10-5 17-0 16-0 14-4 10-10 16-0 13-9 • 13-9 10-5 23-4 21-0 19-11 15-3 24-3 23-9 21-3 16-4 22-10 20-2 20-2 15-3. 22-5 18-8 17-6 13-2 21-2 18-2 17-3 13-2 22-0 20-11 18-5 14-2 20-9 17-6 17-6 13-2, 20-6 17-1. 15-11 12-1 19-11 16-7 15-9 12-1 20-9 19-1 16-10 12-1 19-1 15-11 15-11 12-.1 7-3 7-1 6-9 5-5 7-6 7-5 7-3 5-9 7-1 6-11 6-11 5-5 7-0 6-7 6-2 4-8 6-7 6-5 6-1 4-8 6-10 6-9 6-7 4-11 6-5 6-2 6-2 4-8. 6-7 6-0 5-7 4-3 6-2 5-10 5-7 4-3 6-5 6-4 6-0 4-6 6-1 5-7 5-7 4-3 12-1 11-2 10-5 7-10 11-5 .10-10 10-3 7-10 11-10 11-7 10-11 8-5 11-2 10-5 10-5 7-10 15-.1 i 14-1 13-2 10-0 15-0 13-9 13-0 10-0 15-7 15-4 14-1 10-9 14-8 13-2 13-2, 10-0 11-0 14-5 9-8 12-2 9-0 11-5 6-10 8-8 10-4. 9,5 11-11 8-11 11,-3 6-10 8-8 10-9. 14-2 10-7 13-8 9-5 12-2 7-4 9-.4 10-2 13-4 9-0 11-5 9-0 11-5 6-10 8-8 10-4 8-10 8-3 6-3 9-9 8-7 8-1 6-3 10-2 9-11 8-8 6-8 9-6 8-3 8-3 6-3 13-5 11-2 10-5 7-11 12-10 10-10 10-3 7-11 13-4 12-5 11-2 8-6 12-5 10-5 10-5 7-11 (feet- ineties) 20-3 17-3 16-1 12-2 , 19-2 16-9 15-10 12-2 19-11 18-9 16-10 12-9 18-9 16-1 16-1 12-2 17-11 14-11 13-11 10-6 17-5 14-6 13-9 10-6 18-1 16-2 14-7 11-0 16-8 13-11 13-11 10-6 16-5, 13-7 12-9 9-7 16-1 13-3 12-7 9-7 17-0 14-10 13-4 10-1 15-3 12-9 12-9 9-7 (feet - inches) 244 20-0 18-8 14-1 23-4 19-5 18-5 14-1 24-3 22-4 19.9 15-2 • 22-4 18-8 18-8 14-1 20-10 17-3 16-2 12-3 20-5 16-10 15-11 12-3 22-0 19-4 17-1 13-1. 19-4 16-2 16-2 12-3 19-0 15-9 14-9 11-2 18-8 15-5 14-7 11-2. 20-9 17-8 15-7 12-0 17-8 14-9 14-9 11-2 , TABLER892.5.1(6)--continued RAFTER SPANS FOR COMMON LUMBER pF (Ground snow load=50psf, celling.atteched to rafters, 1.d4=.240) DEAD LOAD = 10.psf DEAD,LOAD = 20 psf 2x4 2x6 2x8 2x10 I 2xt: 2x4 2*6 2x'8 2x10 2 x 12 Maximus • rafter: spans° SPECIES AND GRADE (feet - Inches) (feet - inches) Douglas fir -larch SS 6-1 9-7 Douglas fir -larch #1 5-10 8-6 Douglas fir -larch #2 5-5 7-11 Douglas fir -larch #3 4-1 6-0 Hem -fir SS 5-9 9-1 Hem -fir #1 5-8 8-3 Hem -fir #2 5-4 7-10 Hem -fir #3 4-1 6-0 Southern pine SS 6-0 9-5 Southern pine #1 5-10 9-3 Southern pine #2 • 5-9 8-4 Southern pine #3 4-4 6-5 Spruce -pine -fir 'Ss 5-8 8-10 Spruce -pine -fir #1 5-5 7-11 10-1 Spruce -pine -fir #2 5-5 7-11 10-1 Spruce -pine -fir #3 4-1 6-0 7-7 • Cheek sources for availability of lumber in lengths greater than 20 feet. For SI: I inch = 25.4 ram, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kN/m2. a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method -of resisting the outwarOpush of the rafters on the hearing walls, such as rafter ties, is provided at that location. When ceiling joists or rafter ties re located higher in the attic space, the rafter spans shall be multiplied by the factors given below: . Rafter Span Adjustment Factor (feet - !pellet) (feet - Inches) (feet inche :(feet - Inches).. (feet- :inChee) (feet - Inches) Hc/HR 2/3 or greater 1/2 1/3 1/4 1/5 1/6 1/7.5 and less 12-7 10-9 10-1 7-7 11-11 10-6 9-11 7-7 12-5 12-0 10-9 8-3 11-8 15-10 13-2 12-4 9-4 15-2 12-10 12-1 9-4 15-10 14-4 12-10 9-9 14-8 12-4 12-4 9-4 18-z 15-: 14-3 10-9 18-0 14-10 14-1 10-9 19-3 17-1 15-1 11-7 17-1 14-3 14-3 10-9 0.50 • 0.58 0.67 0.76 0.83 0.90 1.00 6-1 5-5 5-0 3-10 5-9 5-3 4-11 3-10 6-0 5-10 5-5 4-1 5-8 5-0 5-0 3-10 9-6 7-10 • 7-4 5-7 9-1 7-8 7-3 5-7 8;10 7-9 6-0 8-10 7-4 7-4 5-7 (feet- (feet - :filches) Inches), 12.-0 14-8 10-0 12-2 9-4 11-5 7-1 8-7 11-9 14-5 9-9 11-10 9-2 11-3 7-1 8-7 12-5 15-10 11-2 13-3 1M) 11-11 7-.7 9-0 1172 13-7 9-4 11-5 9-4 11-5 7-1 8-7 where:Hc = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. H = Height of roof ridge measured vertically above the top of the rafter support walls. SECTION R803 ROOF SHEATHING R803.1 Lumber sheathing. Allowable spans for lumber used as roof sheathing shall conform to Table R803.1. Spaced lum- ber sheathing for wood shingle and shake roofing shall con- form to the requirements of Sections R905.7 and R905.8. Spaced lumber sheathing is not allowed in Seismic Design Cat- egory D2. TABLE R003.1 1S OF BER ROOF SHEATHING RAFTER OR I3EAM SPACING (Inches) MINIMUM NET THICKNESS . (Inches) 24 sia 48a . 11/2T&G 60b ' • 72a . For SI: 1 inch = 25.4 mm. a.. Minimum 270 Fb, 340,000 E. b. Minimum 420 Fb, 660,000 E. c. Minimum 600 Fb, 1,150,000 E. 17-0 14-1 13-2 10:.0 15-11 13-9 13,0 10-0 19-3 15-9 13-11 108 15-9 13-2 13-2 10-0 Roof Sheathing SECTION R905 • .REQUIREMENTS FOR•ROOF COVERiNGS R905,1 Roof covering application Roof .cov.erings shall..he 'applied in accordance with the applicable :provisions of this section and the manufacturer's inStallation- instructions. B90.5.2 Asphalt shingles. The installation of asphalt shingle. •shalterimply with the provisions of this section. --- g9.9saa Sheathing requirements. Asphalt. shingles shall be fastened to solidly sheathed decks. 1005;12.Slope. Asphalt shingles shall only hewed on roof slopes- of two units vertical in 12 unitshorizontal-(2:12) or greater. For.roof slopes from two units vertical in 12. units horizontal (2:12) up to four units vertical in 12 units hori- zontal (4:12), double underlayment appliCation required in accordance with Section R905.2.7. : 10115:2.3Vpded4yment. Unless otherwiSe.noted, required, underlaynietit shall conform with ASTM:D 226, Type ASTM 4869, Type 1. Self -adhering polymer modified bitumen sheet shall comply with ASTM D 1970. R9:052A Asphalt shingles. Asphalt sning1esshall have self -seal strips or be interlocking, and corriply.with-ASTM D225 or D 3462. R90$4;5•Fasteners. Fasteners for aspbalt. shingles shall -be galvanized - steel, stainless steel, aluminum or copper minimum.12 gage [0.105 inch .(2,67•trim)]shank With.a minimum 3/8-inch (9.5 mm) diameter head ASTM F 1667;•.of.a length to penetrate through the roOfirigmaterials and nininimiim of 3/4 inch (19.1. mm) into tneroof sheathing. Where the roof sheathing is less than inch (19.1 MO thick, the fasteners shall .penetrate,through :the sheathing. FaSteners.shall'comply with ASTM F 1667. ro0a..6 Attachment. Asphalt shingles shallbayethe Min- imuM- number. of fasteners required by the .-manufacturer For norinalopplication, asphalt shingles shall be secured to the roof with not less than four fasteners per strip shingle or two fasteners per individual shingle. Where he roof slope exceeds 20 units vertical in 12 units borizontaY(20:12);• spe- cial methods of:fastening are required For roofs locatedl Where • the basic wind speed per Figure. R301;2(4). is. '110: mph .(177,1tni/h) or greater, special methods offastenirignre..- retiuired.:Specialfastening methods shall be tested inaCCor-'• dante With-ASTM D 3161; modified -to .uSea wind speed.of 110 mph (177 km/h). Shingles classified using ASTM D•3161 nrencc.e•ptable. for use in wind -zones less than 110.mph. Sltingles.claSsified. using ASTM• D 3161 modified to use n wind SPeed.of110• mph'are acceptable for use in all cases where.special fasten- ing is required. • R9012 .7 Underlayment application. For roof Slopesfrom. two units verticalin.12 units horizOntal.(17-pereent slope); up to four units vertical. in 12 ,units horizontal (33-percent slope), underlayment shall be two layers applied in the fol- lowing manner. Apply a 19-inch (483 min) strip' .of underlayment felt parallel with and starting at the eaves, fas- tenedsufficiently to.hold in place. Starting at the eave, apply 36-inch-wide (914 mm) sheets of underlayment, overlap- • ping successive sheets 19 inches. (483 .mm); and fastened sufficiently to hold in place. For roof slopes,offour units vertical in 12 at -ins -horizontal (33-percentslope)-ottreater, • underlayment shall be one layer applied :in :the following • manner Underlayment shall beapplied shingle fashion,. parallel to and starting from the eave and lapped 2inches (51 • mm), fastened sufficiently to hold in place. End -laps shall -be offset -by 6 feet (1829 .mm). R9.1).5-a2.7i: Re protection. In areas where.thenverage. daily temperature in January is 25°F -(-4°C)..Or less.'or when Table 13.301.2(1) criteria so designateS,•aniee.:bar- rier that consists of a least two layers of underlayntentee- then* together or of a. self-adheringpolymer.triodified bitumen sheet, shall be used in lieu- of normal underlaymentand extend from the cave's edge to a point at least 24 inches (610 mm) inside the.exterior of the building. Exception: Detached accessory structures that .con, fain nO,conditioned- floor area. R90.5.2.7.2 Underlayment and high wind. Underlay.ment .applied in areas subject to high winds Egreatettnan .110 mph ( I77km/h) per Figure R301,2(4)1 Shall be applied with corrosion -resistant fasteners in:ac- cordance with: manufacturer's installation instructions. Fasteners are to beapplied along the overlap not .farther apart -than 36 inches (914'mm) on .center. R005.2.8,Flashing. Flashing for asphalt shingles shall coin- . ply with:this section. 11905.2.8.1 Base and cap flashing. Base and capflaSh! ing 410.113e-installed in accordance withmanufacturer's installation inStructions. Base flashing -shall be. of.either. corrosion -resistant" metal of minimum nominal. - 0.019-inch (0.483 mm) thickness or mineral surface roll. roofing weighing a minimum of 77 pounds per 100: square feet (3.76 kg/m2). Cap flashing shall be corro,. sion-resistant metal of minimum nominal 0:019-inch (0:483 mm).thickness. R905,2-.8.2 Valieys. Valley linings shall be installed in accordance with manufacturer's installation instructions before applying shingles. Valley linings of the falloWing types shall be permitted: 1. For open valley (valley lining exposed) lined .with metal, the valley lining shall be at least 24inches (610 mm) wide and of any of the corrosion-4.0s- tant peta1s in Table R905.2.8.2. 2. For Open valleys, valley lining of two plies of min- eral surface roll roofing, complying:witbASTM-D 249J shall be permitted. The bottom layer shall be 18 inches (457 mm) and the* top layer a.minimum of 36 inches (914 mm) wide. 1 For closed valleys (valley covered .withshingles), valley lining of one ply of.smooth roll roofing coin - plying with ASTM D 224Typeli.orTypelll andpt leasii 36 inches (914 mm)wideor valley. lining, as described in Items 1 and:2 above snall•bepeitnil- te4p: Specialty underlayment complying with ASTN1)D.:1970.:rnay be used in lieu of the lining material. TABLE R905.2A1.2. UNING MATERIAL. MATERIAL MINIMUM THICKNESS (inches) GAGE WEIGHT (pounds) Cold-rolled copper 0.0216 nominal - ASTM B370, 16 oz. per square foot Lead -coated copper • 0.0216 nominal - ASTM B101, 16 oz. per square foot ASTM 8370, 12 oz. per square. foot High-Yield.copper • 0.0162 nominal - Lead -coated high -yield copper 0.0162 nominal - •square ASTM BI01, 12 oz. per foot - Aluminum 0,024 - Stainless steel • __ Galvanized steel 0.0179 26 (zinc coated 090) ...... Zinc alloy 0.027 • - - Lead - - Painted tertie -- - 20 For SI: 1 inch = 25.4 mm, 1 pound = 0.454 kg. R9_05.18.3 Crickets and saddles. A cricket or saddle shall be installed on the ridge side of any chimney:greater than 30 inches (762 mm) wide. Cricket or saddle cover- ings shall be sheet metal or of the same material -as the roof covering. 11905.2.8.4 Sidewall flashing. Flashing against a verti- cal sidewall snail be by the step -flashing method. R905.2.8.5 OttierAlashing. flashing against a vertical front wall, as well as soil stack, vent pipe and chimney flashing, shall be applied according to asphalt shingle manufacturer's printed instructions. intJy Dw Wings Abbreviations NC ALT. AWN. BM. BRG. CLG. • COL. CONC. CONT. D. L. DET. OR DTL. DIA. DIM. D.W. D. H. EA. EQ. EXT. FIN. FPLC. FLR. F.D. FTG. FDN. GL. Air Condition Alternate :Awning Beam Bearing Ceiling Column Concrete Continuous Dead Load Detail Diameter Dimension Dish Washer Double -Huge Each Equal Exterior Finished Fireplace Hoer Floor Drain Footing Foundation Glass TABLE -R995.9,2 BUILT-UP FicioPiNg mATERIAL STANDARDS . MATERIAL STANDARD . STANDARD Acrylic coatings used in roofing ASTM D 6083 .-. Aggregate surfacing A ASTM,D 1863 Asphalt adhesive used in roofing . ASTM.:D 3747 - ... Asphalt cements uscd-in roofing ASTMD 3019; D-2822; D 4586 Asphalt,coated glass.fiber base sheet ASTM D•460 1 Asphalt coatings used in roofing ASTM.D 1227; D 2823; D 2824;D 4479 . Asphalt felt ASTM D 2178 - glass Asphaltprimer used in roofing ASTM.D 41 . Asphalt-saturated.and asphalt -coated organic felt base.sheet ASTMD 2620 Asphalt -saturated organic felt (perforated) ASTM D 226 . Asphalt used in roofing ASTM D 312 . .. Coal tar. cements-usedin roofing ASTM D 4022; D 5643 . Coal -tar saturated organic felt ASTM D 227 . Coal -tar primer used in roofing,dampproofing and waterproofing ASTM.D 43 . ASTM D 450, Types. I or 11 . Coal -tar used in roofing Glass mat, coal tar . ASTMD.4990 Glass mat. venting type ' ASTM D 4897 . A * Mineral -surfaced inorganic cap sheet . . . ASTMD 3909 Thermoplastic fabrics used in roofing : ' ASTM•D:5665; D5726 . • Electrical Key Double Convenience Outlet. Double Oulet Above Counter 1 0 Weatherproof Outside WP Half -switched Duplex Outlet rAgio 01111.4 Duplex Outlet in Floor 220 Volt Outlet Electric Door Operator Wall Switch Three -Way 0 [1] Four -Way. Ceiling MOUnted.Incandesent Light Fixture wail *Mounded ;Incandescent Light Fixure Recepaed1ricande8ent light Fixture Exhaust Fan FLight•Qomdination 'FlOureaceatUght Fixture OSA Smoke Alarm Ground Fault Circuit Interrupt GFCI ymbols Section Key Section No. Sheet No. • Direction of Detail Elevation Key Detail No. Sheet No. Detail Key Detail No. Sheet No. Direction of Detail Hose,Bibb • • • • • • B1111110- 1111E- 111E111111E111 1>< - ,•••! •• • • Stone Concrete Gravel or Sand. Fill Earth . WOO 'Stud Partition Dimensional Lumber WoodBIOciting 3.,:••"t.• • • 37An --. 4 • . • - • •-•••• ••• -.•-• • • • • , • . • • • ' . • '1N * “tt , • t FoRApplpioN.v.tLi .,$PEC..SHTSEEIS1.:.;•.$i.S2 111' PLA NIMG DEPT. APPROVED BY: ba-Wr.t- DATE: ) PLAN G DEPT. AP OVED BY' DA or_ 0,7 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 Sirl • ally ' NEVIEkiv"0 FOR CODE COMPLIANCE tOOKANE VALLEY BU DIN DIVISION YAA. 2.