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2006, 04-18 Permit App: 06000857 Addition, GarageProject Number: 06000857 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 4/18/2006 Page 1 of 3 Project Information: maiimaisigniamoimmtmwuwAs Permit Use: ADDITION AND GARAGE Setbacks: Front Site Information: Plat Key: Left: Right: Rear: Name: Range Contact: Address: C - S - Z: Phone: Group Name: Project Name: MITMOEN, DENALI 6404 N STEVENS ST SPOKANE, WA 99208 (509) 218-3099 lissminvissamaginffand District: Nort Parcel Number: 45072.0211 Block: SiteAddress: 3104 N PARK RD Location:: CSV Zoning: UR -3.5 Water District: Urban Residential 3.5 Area: 11,715 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Lot: Owner: Name: MITMOEN, DENALI Address: 6404 N STEVENS ST SPOKANE, WA 99208 Hold: ❑ Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: Originally Released: 4/17/2006 By: TMELBOU Landuse/Zoning/HE Conditions Released] Sewer Review Permits: Originally Released: 3/16/2006 By: CJJANSSE Released By: PER SPOKANE UTILTIES, ON SEWER Originally Released: 4/18/2006 By: amblake Operator: AMB Printed By: AMB Print Date: 4/18/2006 Project Number: 06000857 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 4/18/2006 Page 2 of 3 Building Permit Contractor: OWNER Firm: OWNER Phone: (000) 000-0000 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation 1&2 FAMILY R-3 VB 560 $48,367.20 560 $48,367.20 GARAGE U-1 VB 480 $9,120.00 480 $9,120.00 Totals: 1,040 $57,487.20 1,040 $57,487.20 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $699.75 WSBC SURCHARGE 1 SELECT $4.50 SF PLNS RVW < 7999 SQ FT 1 SELECT $279.90 Permit Total Fees: Mechanical Permit $984.15 Contractor: OWNER Firm: OWNER Phone: (000) 000-0000 Item Description DUCT SYSTEMS GAS WATER HEATER GAS APPLIANCE<=100,000BTU GAS PIPING VENTILATING FANS Units Unit Desc 1 NUMBER OF 1 NUMBER OF 1 NUMBER OF 2 # OF UNITS 2 NUMBER OF Permit Total Fees: Plumbing Permit Fee Amount $10.00 $10.00 $12.00 $2.00 $20.00 $54.00 Contractor: OWNER Firm: OWNER Phone: (000) 000-0000 Item Description TOILETSBIDETS SINKS SHOWERS TUBS Units Unit Desc 1 NUMBER OF 2 NUMBER OF 1 NUMBER OF 1 NUMBER OF Operator: AMB Printed By: AMB Fee Amount $6.00 $12.00 $6.00 $6.00 Permit Total Fees: $30.00 Print Date: 4/18/2006 Project Number: 06000857 Inv: 1 Notes: Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 4/18/2006 Page 3 of 3 Payment Summary: mmarimulmenemeen Permit Type Building Permit Mechanical Permit Plumbing Permit Fee Amount $984.15 $54.00 $30.00 Invoice Amount $984.15 $54.00 $30.00 Amount Paid $0.00 $0.00 $0.00 Amount Owing $984.15 $54.00 $30.00 $1,068.15 $1,068.15 $0.00 $1,068.15 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: AMB Printed By: AMB Print Date: 4/18/2006 Project Number: 06000857 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 3/15/2006 Page 1 of 2 Project Information: Permit Use: ADDITION AND GARAGE Setbacks: Front Site Information: Plat Key: Left: Right: Rear: Name: Range Contact: MITMOEN, DENALI Address: 6404 N STEVENS ST C - S - Z: SPOKANE, WA 99208 Phone: (509) 218-3099 Group Name: Project Name: District: Nort Parcel Number: 45072.0211 SiteAddress: 3104 N PARK RD Location:: CSV Zoning: UR -3.5 Water District: Area: 11,715 Sq Ft Block: Urban Residential 3.5 Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Lot: Owner: Name: MITMOEN, DENALI Address: 6404 N STEVENS ST SPOKANE, WA 99208 Hold: [] Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: 1- Landuse/Zoning/HE Conditions Released By: Ci t2 JUL ulcv Sewer Review/ l `7I�7��0 teou *o) Ike l 1 R v_41.1 rt 6 c Permits: Released By: Contractor: OWNER Contractor: OWNER Building Permit Firm: OWNER Phone: (000) 000-0000 Mechanical Permit Firm: OWNER Phone: (000) 000-0000 Operator: AMB Printed By: AMB Print Date: 3/15/2006 00009`.44. Permit Center Spokane 11707 E Sprague Ave, Suite 106 �.�Valle Y Spokane Valley, WA (509)9920 (509)688-0036 FAX: (509)688-0037 Community Development www.spokanevalley.org.com PERMIT NUMBER: (1 -7 PERMIT FEE: Residential Construction ❑ New Construction Permit Application )(Addition/Remodel o Other: o Accessory Bldg o Deck SITE ADDRESS 3 /O c/ /T/ /�P� - ASSESSORS PARCEL NO: LLS 07 0)1 I LEGAL DESCRIPTION: Building owner DIMENSIONS: ` Name: Lv/t - C Name:,./2,,,, , /. ./Y , '1 ,,,-, o r --, 2 -ND FLOOR SQ. FTG: /(// Address: / $ w �� / Al c f/1 fPctr City: SPDC .., y r Zip: % 9 Z- 0 I Exp. Date: Phone: Z j r- 3e 7 y Fax: HEAT SOURCE: i 1 ciit_, ,`G --1.›,...,,./ Contact Person Name: ,0e., A, `t -ice Phone: Z/ '_ O 9 T Describe the scope of work in detail: 20 Z$ 2 c `/ r 7-7 Contractor DIMENSIONS: ` Name: Lv/t - C TOTASH B TABLE SPACE: Address: 2 -ND FLOOR SQ. FTG: /(// City: Zip: Phone: Fax: Lic No: Exp. Date: City Business Lic No: CONSTRUCTION TYPE: /i . cit ,1-, 0'7 Cost of Project: $ go6 ZG, Co n sI _ Re. /�/7a$ff.- **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: ` # OF STORIES: TOTASH B TABLE SPACE: MAIL LOOR TO SQ. FTG: S 0 ' 2 -ND FLOOR SQ. FTG: /(// UNFIN BASEMENT SQ. FTG: 4z/A IMPERVIOUS SURFACE AREA:' 6 Y C7 FINISHED BASEMENT SQ. FTG: N/A. GARAGE SQ. FTG: Ci et,4 j` DECK/COV. PATIO SQ. FTG: /V 30% SLOPES ON PROPERTY: A9� 1 # OF BEDROOMS: 1 CONSTRUCTION TYPE: /i . cit ,1-, 0'7 HEAT SOURCE: i 1 ciit_, ,`G --1.›,...,,./ SEWER OR SEPTIC? s c :.✓e/'" DISCLAIMER The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or Iocal 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 Date - /5 -0/ Method of Payment: (Faxed permit applications will only be accepted with major bankcard) ❑ Cash ❑ Check 0 Mastercard 0 VISA 0 Other Bankcard #: Expires: VIN#: Authorized Signature: REVISED 8/25/2005 kaid.0.0*Valley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall®spokanevalley.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. O Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. O Floor plan for each floor: Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. O All braced wall panel types: show locations and details of installation, including engineered design. O Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. O Smoke detector locations ❑ C2i X 30" attic access location 18" X 24" crawl space accessTh O 'Gne=hour separation detail: between house and garage ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. ❑ All header locations: type, size, and connections ❑ Foundation plan ❑ Insulation information spb'kane .00.0Valley Community Development Permit Center 11707 E Sprague Ave, Suite 106 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevallev.org. Plumbing Permit Application SITE ADDRESS: ❑ Commercial PERMIT NUMBER: PERMIT FEE: E Residential Building Owner Name: Phone: Fax: Address: City: State: Zip: Contractor Name: Phone: Fax: Address: City: State: Zip: License No: City Business Lic: Contact Name: Phone: DESCRIPTION OF WORK # OF UNITS X COST TOTAL AMOUNT 1 TOILETS WATER CLOSET, BIDETS 1 X $6.00 2 URINALS X $6.00 3 TUBS X $6.00 4 SHOWERS (PER TRAP) BATH, STALL, ON-SITE BUILT X $6.00 5 SINKS LAVS/BASINS, BAR, FLOOR, KITCHEN, LAUNDRY, UTILITY, JANITOR, PHOTO, X-RAY, FOOD, PREP/CULINARY MEAT Z X $6.00 6 DISHWASHER X $6.00 7 CLOTHES WASHER X $6.00 8 GARBAGE DISPOSAL X $6.00 9 WATER SOFTENER X $6.00 10 ELECTRIC HOT WATER TANK NOTE: IF GAS, SEE MECHANICAL x $6.00 11 FLOOR DRAINS AREA, CASE, COIL, TRENCH, CONDENSATE X $6.00 12 ROOF DRAINS/OVERFLOW DRAINS X $6.00 13 FOUNTAINS, DRINKING X $6.00 14 WATER PIPING/DRAIN-IN WASTE, VENT, PLUMBING, REVERSAL NSTALLATION, ALTERATION, REPAIR, REVERSALS X $6.00 15 SEWAGE EJECTOR GRINDER, SUMP PUMP X $6.00 16 WATER USING DEVICE ICE AN/OR COFFEE MAKER, HOSE BIB, STEAMER PROOFER, CARBONATOR, SWAMP COOLER x $6.00 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) NITROUS, OXYGEN X $6.00 20 MISCELLANEOUS PLUMBING FIXTURE X $6.00 21 PRIVATE SEWAGE DISPOSAL/SYS X $20.00 22 INDUSTRIAL WASTE INTERCEPTOR X $15.00 METHOD OF PAYMENT: ❑CASH ❑ CHECK ❑ VISA ❑ MC Card# AUTHORIZED SIGNATURE: REVISED 8/26/05 EXPIRES: VIN: SUBTOTAL PROCESSING FEE $35.00 TOTAL PERMIT FEE DUE: spbkak v `•. alley Community Development Mechanical Permi Permit Center 11707 E Sprague Ave, Suite 106 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www. snok an ev al l e v. org t Application PERMIT NUMBER: (,e; PERMIT FEE: ❑ Commercial ,f Residential SITE ADDRESS: Building Owner Name: / 1/ 'f "7 o r- S I . 43 i d 2/ OPhone: . 3 0 7 7Fyx: Address: /c2,/ re„......P4 /c 3 / City: S .,,,%,..,_ // State: 1/�/ ui� Zip: Contractor / j Name: 04 -"/✓7G•,'" Phone: Fax: Address: City: State: Zip: License No: City Business Lic: Contact Name: Phone: DESCRIPTION OF WORK # OF UNITS X COST = TOTAL AMOUNT 1 FUEL BURNING APPLIANCE Equal to or less than 100,000 r X $12.00 2 FUEL BURNING APPLIANCE More than 100,000 X $15.00 3 UNLISTED APPLIANCE (Additional Fee) Equal to or less than 400,000 X $50.00 4 UNLISTED APPLIANCE (Additional Fee) More than 400,000 X $100.00 5 USED APPLIANCE (WSEC min. AFUE rating) Equal to or less than 400,000 X $50.00 6 USED APPLIANCE (WSEC min. AFUE rating) More than 400,000 X $100.00 7 BOILER/REFRIGERATION 1 - 100M BTU X $12.00 8 BOILER/REFRIGERATION 101 - 500M BTU X $20.00 9 BOILER/REFRIGERATION 501 - 1,000M BTU X $25.00 10 BOILER/REFRIGERATION 1,001 - 1,750M BTU X $35.00 11 BOILER/REFRIGERATION More than 1,750M BTU X $60.00 12 GAS LOG, GAS INSERT, GAS FIREPLACE x $10.00 13 RANGE X $10.00 14 DRYER X $10.00 15 FUEL BURNING WATER HEATER 1 X $10.00 16 MISC. FUEL BURNING APPLIANCE X $10.00 17 GAS PIPING (each outlet) 2_ X $1.00 18 DUCT SYSTEMS X $10.00 19 VENTILATING FANS 2 X $10.00 20 AIR HANDLER (DOES NOT include ducting) Equal to or less than 10,000 CFM X $12.00 21 AIR HANDLER (DOES NOT include ducting) Greater than 10,000 CFM X $15.00 22 EVAPORATIVE COOLERS X $10.00 23 TYPE I HOOD X $50.00 24 TYPE II HOOD X $10.00 25 HEAT PUMP/AIR CONDITIONER 0-3 TON X $12.00 26 AIR CONDITIONER 3-15 TON X $20.00 27 AIR CONDITIONER 15-30 TON X $25.00 28 AIR CONDITIONER 30-50 TON X $35.00 29 AIR CONDITIONER More than 50 TON X $60.00 30 LPG STORAGE TANK X $10.00 31 WOOD OR PELLET STOVE/INSERT X $10.00 32 WOOD STOVE - FREE STANDING X $25.00 33 REPAIR & ADDITIONS X $15.00 34 VENTILATION SYSTEMS X $12.00 35 VENTILATION MECHANICAL EXHAUST X $12.00 36 INCINERATOR - RESIDENCE X $19.00 37 INCINERATOR - COMMERCIAL X $22.00 METHOD OF PAYMENT: ❑CASH ❑ CHECK ❑ VISA ❑ MC CARD #: AUTHORIZED SIGNATURE: REVISED 8/26/05 EXPIRES: VIN: SUBTOTAL PROCESSING FEE $35.00 TOTAL PERMIT FEE DUE: 513A rd. 1 _L. t 44 E x_ t1' - EYSIsit M6( SriltA IL^2,2 X -3 f�11LGLJ_: 52- C_2a' -A L1 s I — —! I .b't' i 1 �.v PLANNING DEPT. APPROVED BY:0) a_ t - - DATE: •#\,... j� 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.688.0035 ♦ Fax: 509.688.0037 • cityhall@spokanevalley.org Denali Mitmoen 6404 N. Stevens St. Spokane, WA 99208 Re: 3104 N. Park Rd. Addition and Garage Date: March 17, 2006 Dear Mr. Mitmoen, In conducting a preliminary review of your submitted plans, I hopefully request a clarification on a few points listed below. • 1.) Need a foundation layout and plan. R106.1.1 and R403.1 • 2.) Need a floor and roof layout with configuration of structural members. R106.1.1 and R501.2 • 3.) Need bracing locations and placement. R106.1.1 and R602.10.1 • 4.) Need header layout and which system for which opening. R106.1.1 • 5.) Need elevations of North, South, East, and West of addition and garage. R106.1.1 • 6.) Need cross-section view of stairway for load distribution. R106.1.1 and Table R301.5 • 7.) Need Energy Calculations for the new addition (occupied space). WAC, 1130 Details on these points would expedite the plan review process to gain issuance of the expected permit. If there are any questions or information that I could help you with, please do not hesitate to call me at (509) 688-0051. I look foreword to assisting you through this process. S•�'ncer N Nik B'ntley Senior Plans Examiner City of Spokane Valley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.688.0035 ♦ Fax: 509.688.0037 ♦ cityhall@spokanevalley.org Denali Mitmoen 6404 N. Stevens St. Spokane, WA 99208 Re: 3104 N. Park Rd. Addition and Garage Date: March 17, 2006 Dear Mr. Mitmoen, In conducting a preliminary review of your submitted plans, I hopefully request a clarification on a few points listed below. • 1.) Need a foundation layout and plan. R106.1.1 and R403.1 • 2.) Need a floor and roof layout with configuration of structural members. R106.1.1 and R501.2 • 3.) Need bracing locations and placement. R106.1.1 and R602.10.1 • 4.) Need header layout and which system for which opening. R106.1.1 • 5.) Need elevations of North, South, East, and West of addition and garage. R106.1.1 • 6.) Need cross-section view of stairway for load distribution. R106.1.1 and Table R301.5 • 7.) Need Energy Calculations for the new addition (occupied space). WAC, 1130 Details on these points would expedite the plan review process to gain issuance of the expected permit. If there are any questions or information that I could help you with, please do not hesitate to call me at (509) 688-0051. I look foreword to assisting you through this process. Nik B ntley Senior Plans Examiner City of Spokane Valley Siokane _.Valley 11707 E. Sprague Ave., Suite 106 Spokane Valley,WA 99206 DENALI MITMOEN 6404 N. STEVENS ST. SPOKANE, WA 99208 I'Ll'eatbaL ./.-1 NOT DEL!VERAE AS - UNABLE -IL : uF1',,ALARD •.7-1...3211111Filk :III? !Ili II flit ti 11°i !! 11 11 I Int in Project Number: 06000857 Inv: 1 Notes: Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 3/15/2006 Page 2 of 2 Payment Summary: 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: AMB Printed By: AMB Print Date: 3/15/2006 dTA311Z0`(3ldtla3Sf10H`Jal9 Q) U) A W N N.-► 9 0 ti .,7 -►00 TO ao 0 0 ..o 53 _9<=0 a,o o (D 3 7 m O O O ma N• 7 0 W 0 mo (0 5, -, `< c y m a) 05' 0 n Q '+ g. m V) '2030 � c y (Dr-� = N fD (D O � Q a) N r 0 C N (PD I. a) � 0 C 0-- 7 .0 0 00 3= 0 c f0 0 7 m N �. �'O d •0 O< O (�D N H 3 N _=00343 ay ' 0 7 0 . 0 .. 3m• oom -. P-2078 I to (2D aO-. 00 0.8 N= it 0 3 0 0 2 .0 -w (D ,0 (D 5 _ (D O ,.O 2 0 -w W C N C. a� --.-_2=,* < —(050-0-000.. .DO-,�maCoo0<gc00 (r= 0 Q a) 0 0. •-40. 0 O O (Iii o w y. (0 p 7 0 C) N a) 0 3 0 7 N c" j N O 3 5'oWyQ740 ao*ate =c 3 vZ c •- 0,, W o w .. 0 (0 0, 0 0 -* 3 0 30-0 5 go 3 3(D 0- su N N 0 0 0 3 0 0-0 (1 0 0 (a N m<? y. , 7 7 (D 00,_,m_..0 (D 0 ,. • 0 7 • O O a N E m rn 5 p ON .Z (a p Cr IIO 0 N ➢) (D Aa. `. CO Q Q O. (0 0 c ', --. d N 0OD .N. = 0 1 0 0 • 6 S ai N �j �. (''� N O__. (D w =2a)>< 7 - a) N N C < S N O —0,..-%.10(0.=.< . .. 7 .. ? an d 0,0-1,13--1-aO0 0 o gig,, (0 ,C (D i = . 0. ( 4) W0-0000 Qmcna .. 7 * O C) N. O 7. �: vi O 9° O G) N 3 y d d -: < -' 0� iv 0' L.) C4 w o'0 •(D• -, 5• 70 c o 0:a v: c(if 79 �a, `32 • Z_1ymQ6;3 0-n�aQ c m -nx73o Qa2, ai 0.. O .O 0 p a1 3 N o• y O 0 p'. a) .•. -«o p- 0)3 3 2 j J a 0 so�'.. 0 C7N 0. < 0. 0 a.; . o N 5fCi) N O 0 c tO+ _ O O 7 y_ t0 N, • '0 N< Z 3 N C 1 a) (, N 0 to O0 a) 7 0 N N 0,00 77 Cr; c 0 SSS d Q d C)1 7 a.2 N 0, n 0 a) 0=00 7 0 0.0 aa) = C 7 C) N N Q - 0 7 O O (n C C C O 7. 8 c .... 7 (D n 2. d • _. - 0. 0 .. 0) W • 7 7 n 0 0 - O 11 O O ▪ () i O • 0.1(0(2a 2,-=' 3 o O• o 7 N N O N 0.0 Q .. ..11. Q3 n o'o coy(D c • mQ —o n ad o fl N co 0 yE a0 O 7 U c 0 N a O N o (�D a. 8- 3 O O < 0 ) o 0 0 7 0 0 0 N - co Q1 O N N SP N v O Z • . v O g C L--....1, 15% $ O ��O.ff N i O ( V O S i O it a E o a i o 1 g i o • i o1. i o . . 0 NN O 0 j 0 0 O 0 O -n m m g b, 12 02 I42 j m . w i m t N o i i t i 0 i o o , f n n A < E c 2,1 rt.Jm A. -4i U m in i i f S` Wall Wa4 int Above Grade Below Grade z j '3 N f -' 73 ! 73 i! N 3 o 0 0 3 0 T 0 ? 0 T 0 T 0 a o cn o 4. 73 N• n ,(1 m m 0 C m m m co z041/43 73 0 C 0 n n DC ENGINEERED 2" X 4" TRUSSES 24" O.C. DOUBLE 2" X 4" TOP PLATE 31/2" CONCRETE FLOOR 12 thARA. guy) -reJ • GRADE 6" MIN. ASPHALT SHINGLES AND FELT PAPER ICE & WATER SHIELD TO EXTEND 24" ABOVE EXT. WALLS, ALSO ATTACHED GARAGES 15/32" EXTERIOR SHEATHING 2" X 4" TRUSSES 24" O.C. 1" CONT. AIR SPACE DRIP EDGE 1" X 6" FASCIA 2" X 6" SUB FASCIA VENTED SOFFIT 2" X 2" SOFFIT NAILER 4" VINYL SIDING HOUSE WRAP (BUILDING PAPER) 7/16" EXTERIOR SHEATHING 2" X 6" WALL STUDS 16" O.C. OR 24" O.C. 2" X 6" TREATED SILL PLATE SILL SEAL 1/2" ANCHOR BOLTS 6' O.C. & WITHIN 12" OF ENDS 6" THICK FOUNDATION WALL W/ #4 BAR 24" O.C.E.W. DAMP PROOFING (TO GRADE) 4" DRAIN TILE 12" GRAVEL FILL MAY BE REQUIRED 8" X 16" CONT. CONCRETE FOOTING (2) #4 BAR CONTINUOUS TYPICAL GARAGE SECTION DETAIL 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. NOTE LOCATION OF BRACED WALL PANELS & LOCATION AND SIZE OF HEADERS AND # OF JACK STUDS VENTING 50% HIGH & 50% LOW PROVIDE 1 SQ. FT. PER 300 SQ. FT. OF ATTIC SPACE. , felt for ice IF ALL HIGHER ALL LOW PROVIDE 1 SQ. FT. PER 150 SQ. FT. OF ATTIC Attic Accessible dam protection by 22' x 30" ASPHALT SHINGLES FELT PAPER _— ICE ICE & WATER SHIELD TO EXTEND 24" ABOVE EXT. WALLS, ALSO ATTACHED GARAGES N1101.3.1 — Attic insulation certification required 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. 50% OF VENTING IN UPPER PORTION OF ROOF STICK FRAME ROOF REQUIRES MATERIAL SIZING ENGINEERED 2" X 4" TRUSSES 24" O.C. R-38 CEILING INSULATION r44AM, I G4dar 5/8" DRYWALL CEILING Tr S 12 1 /8" AP 7/16 O.S.B. EXTERIOR — N SHEATHINIIEETING 2" X 4" TRUSSES 24" 0.C. 1" CONT. AIR SPACE DOUBLE 2" X 6" TOP PLATE 2" X 6" WALL STUDS 16" O.C. OR 24" O.C. 2" X 6" BOTTOM PLATE 3/4" T & G PLYWOOD FLOORING MIN. R-21 RIM INSULATION 2" X 4" DOUBLE TOP PLATE 3 1/2" WALL STUDS 24" O.0 R-21 INSULATION 6 MILL VAPOR BARRIER 2" X 4" TREATED BOTTOM PLATE 31/2" CONCRETE FLOOR GRA FROM IT=-111=1—I SLOPE IOUSE T 6" MIN. VAPOR BARRIER 6 ML. BLACK POLY. 4" RADON ROCK OR WASHED PEA GRAVEL DRIP EDGE 1" X 6" FASCIA 2" X 6" SUB FASCIA VENTED SOFFIT 2" X 2" SOFFIT NAILER 4" LAP SIDING OR OTHER SIDING HOUSE WRAP (BUILDING PAPER) 7/16" EXTERIOR SHEATHING 5 1/2" WALL STUDS 16" O.C. R-21 INSULATION 6 MILL VAPOR BARRIER 1/2" DRYWALL 2" X 10" FLOOR JOIST) PER TABLE 16" O.C. 2" X 10" RIM JOIST FLOOR OVER NON -HEATED SPACE REQUIRES MIN R-30 INSULATION 2" X 6" TREATED SILL PLATE SILL SEAL 1/2" X 10" ANCHOR BOLTS 6' O.C. AND WITHIN 12" OF ENDS 8" MIN THICK FOUNDATION W / REBAR PER DAMP PROOFING (TO GRADE) 99999 6" X 12" CONT. CONCRETE FOOTINGS (2) #4 BAR CONTINUOUS :.. :. T.... 4" DRAIN TILE 12" GRAVEL FILL 1=111-111-111-111-1 111: -111 -III -III -1 TYPICAL ONE STORY SECTION W/BASEMENT SP&` Radon Mitigation System Required If Vents Subject to Closure 6 mil Vapor Barrier Required Under Floor Ventilation 1 Sq Ft per every 150 Sq Ft of under floor space area. 1 ventilating opening she be within 3 Leet of each corner. Openings shall be covered with approved material. FOUNDATION REQUIREMENTS UNDER THE INTERNATIONAL RESIDENTIAL CODE The following information is an abbreviated look at the foundation requirements contained within the IRC, effective July 1, 2004. Much of the information is reprinted from the 2003 edition of the IRC. The IRC provides a prescriptive method & several prescriptive options for determining appropriate foundation design. For questions please contact our office or Inspection staff: (509) 477-3675 1) To assist in determining your foundation design you must first evaluate the soil of your site using the following definitions (Table R405.1) and the soil load-bearing value (Table 401.4.1). TABLE R405.1 PROPERTIES OF SOILS CLASSIFIED ACCORDING TO THE UNIFIED SOIL CLASSIFICATION SYSTEM SOIL GROUP Group I UNIFIED SOI*. CLASSIFICATION SYSTEM SYMBOL GW GP SOIL DESCRIPTION SP Well -graded gravels, gravel sand mixtures, little or no fines. Poorly graded gravels or gravel sand mixtures, little or no fines. Well -graded sands, gravelly sands, little or no fines. Poorly graded sands or gravelly sands, little or no fines. Silty gravels, gravel -sand -silt mixtures. Silty sand, sand -silt mixtures. Qaycy gravels, gravel -sand -clay mixtures. Clayey sands, sand -clay mixtures Group II ML Group Ill DRAINAGE CHARACTERISTICS' Good FROST HEAVE ' POTENTIAL Good VOLUME CHANGE POTENTIAL EXPANSION6 Low Low Good Group IV MH OH Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. Inorganic days of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Inorganic clays of high plasticity, fat clays. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Organic silts and organic silty clays of low plasticity. Good Good Medium Medium Lo Low Medium Medium Organic clays of medium to high plasticity, organic silts. cat and other highly organic soils. Poor Medium Medium Medium Medium Low Low Low High Low Medium Unsatisfactory Low Medium - to Low Medium High High High Medium Medium Medium High Unsatisfactory Medium High TABLE R401.4.1 PRESUMPTIVE LOAD-BEARING VALUES OF FOUNDATION MATERIALS' CLASS OFtmATERIAL LOAD-BEARING PRESSURE (pawls pa squats soot) Crystalline bedrock 12,000 Sedimentary and foliated rock 4,000 Sandy gravel and/or gravel (OW and 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 (C1, ML, MH and CH) 1,5004 For SI: I pound per square foot • 0.0479 kNhna. a• When soil tests arc required by Section F.401.4, the allowable bearing ca. patina of the soil shall be pan of the recommendations_ b. Where the building official determines that in—pt act soils with an allowable bearing capacity of less than 1,500 par are likely to be present at the site, the allowable bearing capacity shall be determined by a soils investigation. 2) Using the soil bearing value previously determined, refer to Table R403.1 to size the width of the footing based on the number of stories supported by the foundation. Note: The term Story is used in the IRC, where as the Uniform Building Code was based on the number of boor/roof loads supported by the foundation. It is possible (based on soil bearing value) under the IRC, that a daylight rancher or split-level design would require a wider footing than previously allowed under the Uniform Building Code. TABLE R403.1 MINIMUM WITH OF CONCRETE OR MASONRY FOOTINGS (Inches)* LOAD -BEAMING VALUE OF SOIL (psi) 1,500 I 2,000 j 3,000 ( 2 4,000 Conventional Tight -frame construction 1 -story 12 12 12 12 12 12 12 12 4 -inch trick veneer over light gram, or L-lnch hollow concrete masonry 12 r 12 12 12 21 16 12 12 ' 32 24 • 16 12 8 -inch solid or fully grouted masonry 2 -story 15 12 3 -story 1 -story 2 -story 3 -story 1 -story 2 -story 3 -story 23 16 29 42 17 12 21 32 12 14 21 12 12 16 For Sl_ 1 inch = 25.4 mm, pound per square foot = 0.0479 kW/ru2. a. Where minimum footing width is 12 inches, a single wythe of solid or fully grouted 12 -inch nominal concrete masonry units is per- mitted to be used. 3) Concrete strength is determined from Table R402.2. The Spokane area is situated in the Severe Weathering Potential column from Table R402.2, which is provided below. During cold climate placement table footnotes C and D are applicable. MINIMUM SPECIFIED COTABLE R402.2 MPRESSIVE STRENGTH OF CONCRETE MINIMUM SPECIFIED COMPRESSIVE STRENGTH' (re) TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION Basement walls, foundations and other concrete not exposed to the weather Basement slabs and interior slabs on grade, except garage floor slabs Basement walls, foundation walls, exterior walls and other vcnical concrete work exposed to the weather Porches, carport slabs and steps exposed to the weather, and garage floor slabs For SI: 1 pound per square inch = 6.895 kPa. a. At 28 days psi_ b. Scc 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. 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 Nsgliglble Weathering potsntlalb Moderate 2,5 2,500 2,5 2,500 3,000°.e Severs 2,500c 2,500c 3,000d 3,500d.c 4) With regards to footings, RC Section R403.1 requires all exterior walls to be supported on continuous footings. With'few exceptions, this would include the opening across and under garage doors. Where the foundation must be stepped, the following illustrations depict how this is accomplished. A = HORIZONTAL -STEP B = VERTICAL STEP T = FOOTING THICKNESS 41)1 P PROJECTION THICKNESSW = WIDTH OF FOOTINGLL- AFOOTINGS AND STEP$ SHOULD BE LEVEL-- STEP (B) SHOULD NOT EXCEED 3/4 OF STEP (A) Ite°r* v47 `� NOTE: CONCRETE TO BE LEVEL For SI: 1 inch = 25.4 mtn. POURED MONOUTHICALLY 6 IN. MIN THICKNESS FOR VERTICAL STEP Figure 8403.1.5 RECOMMENDATION FOR STEPPED WALL FOOTINGS • 15(d)= 7 1/2"BASED ON#4 (1/2"DIAMETER)REBAR - d =REBARDIAMETER -'T' = FOOTING THICKNESS 5) With the soil -bearing capacity, footing size & concrete strength selected, foundation wall design is the next step: The following Tables describe the various foundation wall configurations for both concrete and masonry. Again, the requirements contained in the Tables are dependant on the soil type identified for your job site. Additional criteria in identifying appropriate wall design are the proposed height of the foundation wall and amount of unbalanced backfill placed against the wall. There are several options when selecting a foundation wall type, for example, Plain concrete (no reinforcement) or reinforced concrete. The tables for reinforced concrete call for fixed width walls e.g.; 8", 10", 12" and so on. It is important to read the footnotes below each table as they contain requirements that may not be found in the body of the code, but are equally weighted in their importance. Of note, when selecting wall designs from the "Reinforced Concrete" (R404.1.1 (2), R404.1.1 (3), R404.1.1 (4)) tables, you will discover that only vertical reinforcing is called for. There is no requirement for horizontal bar. We are still discussing how to handle openings in foundation walls that occur around windows and doors, our inclination is to continue as in the past with (2) #4 bars surrounding the opening and diagonals at lower corners. Your input would be appreciated. Finally, reinforcement strengths have been increased and require Grade 60 steel bars. Provided at the end of the tables is a chart providing equivalent rebar size, also Grade 60 steel and spacing that may be used to substitute for the reinforcing listed in the IRC tables. MAXIMUM WALL HEIGHT 7 REINFORCED CONCRETE AND MASONRY WALLS 8 -THICK • REINFORCED CONCRETE8AND �ONRRY' FOUNDATION WALLS MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACit4G4 c FOR tt INCA NOMINAL WAU.THICKNESS SUM UNBALANCED BACKFILL HEIGHT* 5 6 4 5 6 7 8 9 S 6 7 8 5 6 7 8 9 For SI: 1 inch = 25,4 nun, 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 sins and spacings having an equivalent cross-sectional arca of reinforcement per lineal foot of wall shall be permitted provides 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 lc inches. d. Soil classes arc 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 unbala backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. GW, GP, SW and SP soils #4 at 48' o.c. 04 at 48' o.c. N4 at 48' o.c. #4 at 48" o.c. #4 at 48' o.c. #4 at 40' o.c. #4 #4 #5 #5 Soil dasasad • GIA, GC, SM, SM -SC and MI. soba 04 at 48' o.c. • N4 at 40' o.c, 14 at 48' o.c. #4 at 48' o.c. #5 at 48' o.c. #5 at 40' o.c. at 48' o.c. at 48' o.c. at 48' o.c. at 40' o.c. #4 at 48' o.c. #4 at 48' 0.0. #5 at 48'0.0. #5 at 40' 0.c. #6 at 40' o.c. #4 at 48' o.c. 15 at 48' o.c. #6 at 48' o.c. #6 at 40' o.0. #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. SC, MH, ML -CL and knorsiank CL soils 04 at 48' o.c. #5 at 48' o.c. N4 at 48' o.c. #4 at 40' o.c. #5 at 40' o.c. #6 at 48' o.c. #4 at 40' o.c. #5 at 40" o.c. #6 at 40' 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. 16 at 16' o.c. The table below, R404.1.1 (1), describes foundation walls for Plain Concrete requiring no reinforcing and is the exception to a fixed width wall based on the limited height of backfill. Reinforcing would still be necessary at door window openings. TABLE R404.1.1(1) PLAIN CONCRETE AND PLAIN MASONRY FOUNDATION WALLS 14AX11,11.114 PLAIN CONCRETE MINIMUM NOMIHAL WALL THICKNESS (Ind.“) PLAIN MASONRY' MINIMUM NOMINAL WALL THICKNESS (lia) Sol 414440 MA)3MUM WALL UNBALANCED GM, GC, SC, MN, Mt.CL SC, MN, ML.CL HEIGHT BACKFILL HEIGHT' OW. GP. SL, SAI -SC and Inorganic GW, GP, SW end GM, GC, SM, end Yargenk paap pa.q SW and SP +rd ML CL SP SM -SC and ML CL 5 4 6 5 6 6 6 6 6 6 solids or 8 6 solids or 8 6 solids or 8 6 solids or 8 8 10 6 4 6 6 6 6 solids or 8 5 6 6 6- 6 solid' or 8 6 6 8' 51 8 6 solids or 8 6 solids or 8 8 10 10 12 7 9 . 4 6 6 6 6 solids or 8 5 6 6 81 6 solids oc 8 6 6 8 8 10 7 8 8 10 12 4 6 6 6 6sae or8 5 6 6 8 6 solids or $ 6 8' 8 10 10 7 8 10 10 12 8 10 10 12 10 solid' 4 6 6 6 6 solid' or 8 5 6 8t 8 8 6 8 8 10 10 7 8 to 10 12 8 10 10 12 12 so11dd 9 10 12 Footnote f Footnote c 8 8 10 10 12 10 solid.' 10 solids 12 solids 6soliddor8 8 10 12 12 12 solids 12 solids Footnote e 12 $olid.' Footrtote e 6Sae a8 8 10 12 12 12 solids 12 solidi Footnote e Footnote a Footnote e Footnote c Footnote c Foe SL- -1 itch = 25.4 mm, I Boot = 304.8 mm, I paled per square inch = 6.895 Pa. a.Mortar shall be Type M a S and masonry shall be laid in waning bond. Ungrooted hollow masonry *nits arc permitted except where otherwise Mfie:med. b. Sad classes arc in accordance with the Unified Sod CSassificatioa Syaks* Acta to Table L405.1. c. Unbalanced back5ii height is the difference is bright oltbe exterior and hawks frail! groirod leech. Where aa interior concrete stab is provided, the vahslsaced hackilU ►tight shall be measured from die exterior finish mond level to the top of dic interior concrete slab. d Solid grouted hollow *nits oc solid masonry snits. c. Wall construction shall be in accordance with Table R404.1.I(2) or a daiga shall be provided. C A dcsiga is rcquirod. g.Thickness may be 6 iwc provided minimum specified compressive strength of concrete./c. is 4,000 Psi, 6) Use the following chart when substituting different sizes and spacing of vertical reinforcing bars from those specified in Tables R404.1.1 (2), R404.1.1(3), R404.1.1 (4). Grade 60 steel. ;::TABLE R40.U.1 (2).".': RE - EN #6.@ 48" O.C. #6 @ 40" O.C. #6 @ 32" O.C. #6 @ 24" O.C. #6 @ 16" O.C. #5 @ 48" O.C. #5 @ 40" O.C. '.1? -ALTERNATE •= #5 @ 29" O.C. #5 @ 22" O.C. #5 @ 17" 0.C. #5 @ 11" O.C. #4 @ 22" O.C. #4 @ 18" O.C. #4 @ 15" O.C. #4 @ 11" O.C. #4@8"O.C. #4@31"O.C. #4 @ 26" O.C. MAXl1AUM WALL HEIGHT REINFORCED CON 0E AND MASONRY WALLS 10" THICK REINFORCED CONCRETEBLE AND ON`RR404.1.Y' FOUNDATION WALLS MINIMUM VERTICAL RE/NFORCEMENT SIZE AND SPAC1NGbA FOR 10-1NCH NOMINAL WALL THICKNESS Sop Clasasad MAXIMUM UNBALANCED BACKFIN HEIGHT' GW, GP, SW and ••• SP tops GM, GC, SM, SII -SC and ML raps SC, MH, ML CL and 4 N4 u 56' o.c. inorganic CL tops 7 5Ik4 at 56' o.c N4 at 56' o.c N4 at 56' o.c #4 at 56' o.c. N4 at 56' o.c. 6 N4 at 56c o.c. #4 at 48' o.c 7 N4 at 56" o.c AFS u 56' o.c #4 at 40' o.c. 5 N4 at 56' o.c, AFS at 40' o.c N4 at S6' o.c. N4 at 48' o.c. 8 6 N4 at 56' o.c #4 at 48' o.c 7 N4 at 48' o.c, #4 at 32' o.c, #5 at 56' o.c 8 NS at 56' o.c #6 at 56' o.c. NS at 40' o.t S N7 at 56' o.c. N4 at 56' o.c, N4 at 56' o.a 6 N4 at 56' o.cN4 at 48' o.c. 9 7 #4 at 40" o.c #4 at 32' o.c #4 at 56' o.c. 15 at 48' o.c. 8 N4 at 32' o.c. 06 at 48' o.c. #6 at 48' o.c. 9 NS at 40` o.cN4 at 16' o.c. For SI: 1 inch = 25,4 nun, 1 foot = #6 at 40' o.c, 07 at 40' o.c. 304.8 nun. a. Mortar shall be Type M or S and masonry shall be laid in running bond. b. Alternative reinforcing bat sizes and spacings havin ane equivalent cross hes q scuioaal are* of rciafortxmcat per lineal foot of wall shall be permitted provided II spacing of the reinforcement docs not exceed 72 inc c. Vertical reinforccmcat 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 la 6.75 inches. d. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. e. Unbalanced bactfill height is the difference in height of the exterior and intcriot finish ground levels. Where an interior concrete slab is provided, the unbalano backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. REINFORCED CONCRETE AND MASONRY WALLS 12' THICK REINFORCED CONCRETABLE TE AND MASONRY" FOUNDATION WALLS MAXIMUM WALL HEIGHT 7 8 9 MAXIMUM UNBALANCED BACKF1t L MGM* I"••11 4 5 6 7 5 6 7 8 5 6 7 '8 9 VERTICAL REINFORCEMENT SIZE AND SPACINGb,a FOR 12 GW, GP, SW and Sp tolls For SI: For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Mortar shall be Type Mor S and masonry shall be laid in running bond. b. Alternative reinforcing bar sizes and spacing having an equivalent cross-sectional arca of reinforcement per lineal foot of wall shall be permitted provided spacing of the reinforcement does not exceed 72 inches. Vcrtical reinforcement shall be Gadc 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 inches. d. Soil classes arc 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 u nbalan< backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. #4 at 72' o.c. N4 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, 14 at 48' o.c, #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. SON C141454 id ICH NOMINAL WALL Din KNESS GM, GC, SM, SM -SC and ML sops #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. N4 at 56' o.c. 115 at 64' o.c. #4 at 32' o.c, #4 at 72' o.c. #4 at 56' o.c. #4 at 40' o.c. #6 at 64' o.c. N7 at 72' o.c. SC, MH, MI -Ct. and Inorganic CL sops #4 at 72' o.c. N4 at 72' o.c. #4 at 48' o.c. #5 at 56` o.c. #4 at 72' o.c. #5 at 72' o.c. #4 at 32' o.c. #5 at 40' 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. WIEVI TECIINICEIL TOPICS Form No. TT -077B Page 1 of 2 NARROW GARAGE WALL BRACING FOR ONE- AND TWO-STORY HOMES WITHOUT HOLD DOWNS This new portal frame design, frequently referred to as the APA Narrow Wall Bracing Method, has been tested to show bracing performance comparable to existing code -permitted bracing for residential structures. According to Section R602.1d5 of the 2003 International Residential Code (IRC), 74 inch narrow wall designs could be constructed with no hold-down devices when the home was fullyAheathed with wood structural panels. One drawback, however, was the one-story limitation for this application (2003 IRC, Table R6.10.5 footnote b) and there was a frequent desire to use narrower wall designs without hold- downs afirdarage door openings. The limitation was a significant restriction since many dwellings have a second story over the garage. APA conducted a series of tests to support expanding no -hold-down portal frame application recommendations to two-story dwellings, where the portal frame is applied to the first story in a fully sheathed structure'. Results of this test program show that 16 -inch wideportal frame designs, with a 6:1 height -to -width ratio as measured at the vertical wall segment, performed comparably to wall bracing systems currently accepted in the IRC for use in -any of three stories of a fully sheathed structure. The portal frame segment depicted in Figure 1 provides bracing -level performance that is comparable to IRC bracing permitted under multiple stories. Use of the detail shown in Figure 1 should, however, be limited as follows: • Use next to garage door openings only. • Apply to the first story in residences of up to two stories. • Completely sheath the structure with wood structural panels and use wall comer detailing as shown in Figure 1, per IRC Section R602.10.5. • Use only in Seismic Design Categories A -C, and limit to wind speed regions in accordance with the general conventional construction limitations stated in the IRC. This bracing method has been accepted into the IRC and will be shown in the July 2004 Supplement to the 2003 IRC. References 'Testing a Portal Frame Design For Use as Bracing in Fully Sheathed Structures, APA Report T2003-48 APA — The Engineered Wood Association Tacoma, WA Technical Services Division July 2004 © 2004 APA -The Engineered Wood Association Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used. it cannot accept responsibility of product performance or designs as actually constructed. Consult your local jurisdiction cc design professional to assure compliance with code, construction, and performance requirements. 7011 South 19th Street • Tacoma, WA 98466 Telephone: (253) 565-6600 • Fax Number. (253) 565-7265 Ra IIRCIN IITIIOUI lloll GOWNS FOR USE IN 11 fll1Y SIIERTIIED IIDIISE Number E425 • October 2004 Tests show APRs Narrow Wall Bracing Method (a portal -frame structure) performs comparably to existing code - permitted bracing for residential structures when built on rigid foundations or raised wood floor assemblies. Section R602.10.5 of the 2003 International Residential Code ORO permits a 4:1 aspect ratio (e.g., 96 -inches tall by 24 -inches wide) for narrow wall segments constructed with no hold-down devices when the home is fully sheathed with wood struc- tural panels and the narrow wall segment is adjacent to a limited -height window. More than 25 full-scale cyclic tests in two phases demonstrated that APRs 6:1 aspect ratio portal frame design performed comparably to the IRC's previsions. PHASE 1 The first phase of testing on APRs Narrow Wall Bracing Method evaluated wall assemblies connected to rigid founda- tions, therefore limiting designs to installation on rigid foundations (Technical Topics: Narrow Garage Wall Bracing for Onc- and Two -Story Homes, TT -077). The tests showed the 6:1 aspect -ratio (e.g., 96 -inches tall by 16 -inches wide) portal frame design performed approximately equal to or better than the IRC -permitted 4:1 aspect -ratio wall segment (APA, 2003). This comparative testing was the basis for a successful code change proposal (RB178-03/04) to the 2003 IRC in Section R602.105, as confirmed in the 2004 Supplement to the International Codes (ICC, 2004). PHASE 11 The second phase of testing on APR's Narrow Wall Bracing Method, completed in summer 2004, evaluated its performance on raised floor assemblies. 1st results also showed the 6:1 aspect ratio portal -frame design performed approx- imately equal to or better than the IRC 4:1 aspect -ratio wall segment when both are built on a raised -floor assembly (APA, 2004). APA has proposed code changes to the 2003 IRC in the 2004-05 code -change development cycle based on these tests. The proposed code changes and the matching recommendations herein are intended to replace previous APA code changes from Phase I tests of the Narrow Wall Bracing Method. This proposal would change the current IRC limitations (Seismic Design Categories A -C, fust of two stories and garages only), malting the method consistent with IRC sections R602.10.1, R602.10.5 and IRC Table R602.10.1 for instal- lations on both rigid foundations and raised wood floors. APA proposes the following limitations when using the 6:1 aspect ratio APA Narrow Wall Bracing Method: • Requirements of IRC Section R602.10.5 apply (i.e., fully sheathed wood3nuctural-panel walls, comer details as specified, etc.). ■ Well segments are built in accordance with Figures 1, 2 and 3. • For purposes of meeting the bracing requirements of Table R602.10.1, wall segments constructed in accordance with IRC section R602.10.5 and Figures 1, 2 and 3 may be considered Method -3 bracing. In addition, the width of the APA THE ENGINEERED WOOD ASSOCIATION Form TT -077B z ct • J J_ U J • 3o o - Z W Y 0 Q w Z_ h W Z m 0 y II. t N 1000 LB HEADER STRAP MIN. 2x4 FRAMING TYP. -J 0 < Q • a ¢ F. LL ▪ 0 m 4� a LL r z w r J 0 aQ >uwi N U Z J w 0 W 00 )<0I_..,Z 0-w<it 1 JCiWaQ O Z O Q CO 0 a Z O a IQ EXTENT OF HEADER E .. • . »i 4. • t0 U W Q O h 6 • K W Z a N 0 0z0 Fw- LL Ce 1000 LB STRAP OPPOSITE SHEATHING — -- MIN. 2"X2"X3/16" PLATE WASHER w 0 0 U W a 0 m cL 0 S U L.. Q ZW 0-' r= w Vw Cf)C v N ti CO40 � - m ce .11 E E vZ ▪ x • u_ I; • mo ▪ o o f• LO( N O o 0. m Narrow Wall Bracing Without Hold Downs for use in a Fully Sheathed House vertical segment of the APA Narrow Wall Bracing Method is permitted to be considered as equal to its measured width multiplied by 1.5. For example, a 16 -inch -wide vertical --wall segment constructed per Figures 1, 2 and 3 can be counted as 24 inches. ■ The amount of bracing required for certain stories, wind speeds and Seismic Design Categories are as given in IRC Table R602.10.1. REFERENCES APA, 2003. Testing a Portal Frame Design For Use as Bracing in Fully Sheathed Structures, APA Report T2003-48, APA — The Engineered Wood Association, Tacoma, WA. APA, 2004. Testing a Portal Frame Design on Raised Wood Floors For Use as Bracing in Fully Sheathed Structures, APA ReportT2004-38, APA — The Engineered Wood Association, Tacoma, WA ICC, 2004. Supplement to the International Codes, International Code Council, Country Club Hills, IL FIGURE 1 CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS OVER CONCRETE OR MASONRY BLOCK FOUNDATION Outside Elevation Max. height 10' Extent of header (Two broced woR segments) Extent of header (One braced wall segment) ., 2' to 18' (finished width) Fasten sheathing to header with 8d common nails in 3' grid pattern as shown and 3" o.c. in all framing (studs and sills) typ. Top plate continuity is required per R602.3.2 1000 Ib header -to -jack -stud strap on both sides of opening (Instal on backside as shown on Side Elevation) Min. (2) 2x4 typ. If ponel splice is needed it shall occur within 24' of mid -height. Blocking is not required. Min. width based on 6:1 height -to -width ratio: For example:16' min. for 8' height Min. 2'x2'53/16' plate washer Braced wall segment per R602.10.5 No. of jock studs per table R502.5(1&2) 1.1 Anchor bolt per R403.1.6 Typ. Side Elevation Sheathing filler if needed 16d sinker noils in 2 rows @ 3' o.c. 1000 Ib heoder- to-jodstud strap on both sides of opening 3/8' min. thickness wood shvdurot panel sheothing Not to scale 2 Form No. E425 • 0 2004 APA — The Engineered Wood Association ■ www.opowood.org Narrow Wall Bracing Without Hold Downs for use in a Fully Sheathed House FIGURE 2 CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS OVER RAISED WOOD FLOOR OR SECOND FLOOR — FRAMING ANCHOR OPTION" Outside Elevation Side Elevation Framing Anchors 670 Ibt 670 Ib+ Nail sole plate to joist per table R602.3(1) Nail sole plate to joist per table R602.3(1) Wood Strudural Panel Sheathing over Approved Bond Joist Froming anchors installed per the anchor manufodurer's recommendation. Use engineered wood rim boord, Hoist, or DRY lumber rim joist to minimize potential for buckling over bond joist. Notes: (a) See Figure 1 for complete framing detail. (b) Framing anchors may also be rotated vertically. FIGURE 3 CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS OVER RAISED WOOD FLOOR OR SECOND FLOOR — WOOD STRUCTURAL PANEL OVERLAP OPTION" Outside Elevation Min. Overlap 9-1/4' Approved Bond Joist Not to scale Side Elevation 8d common nails 3' o.c. top and bottom Nail sole plate to joist per table R602.3(1) Noil sole plate to joist per toble R602.3(1) Note: (a) See Figure 1 for complete framing detail. Not to scale Wood Strudurol Pond Sheathing over Approved Bond Joist Use engineered wood rim board, I -joist, or DRY lumber rim joist to minimize potential for buckling over bond joist. Approved Bond Joist 3 Form No. E425 • m 2004 APA — The Engineered Wood Association ■ www.apawood.org Narrow Wall Bracing Without Hold Downs for use in a Fully Sheathed House We have field representofives in many major U.S cities and in Canada who can help answer,questions involving APA trademarked produds. For additional assistance in specifying engineered wood products, contact us: APA — THE ENGINEERED WOOD ASSOCIATION HEADQUARTERS 7011 So. 19th St. Tacoma, Washington 98466 (253) 565-6600 • Fax (253) 565-7265 �sb Addre . www.opowood.org PRODUCT SUPPORT HELP DESK (253) 620-7400 E -mad Address: help@apawood.org DISCLAIMER The information contained herein is based on APA — The Engineered Wood Associ- ation's continuing programs of laboratory testing, product research, and comprehen- sive field experience. Neither APA, nor its members make any warranty, expressed or implied, or assume any legal nobility or responsibility for the use, application of, and/or reference to opinions, findings, con- clusions, or recommendations included in this publication. Consult your local jurisdic- tion or design professional to assure cornpr- once with code, construction, and performance requirements. Because APA hos no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsi- bikly of product performance or designs as adualy constructed. Issued October 2004/0100 APA THE ENGINEERED WOOD ASSOCIATION Form No. E425 • © 2004 APA — The Engineered Wood Association • www.apawood.org 1 cc Cf) w •N . C b v E to > ? a■ . 0 • ` ...�131 cli N 3>, A P A. The Engineered Wood Association 12 -ft -Tall Portal Frame= for Use as Bracing in ,Fully Sheathed Structures ©2005. APA The Engineered Wood Association eno Martin,;PE. Thomas D. Skaggs, Ph.D., P.E. Edward L. Keith, P.E. Technical Services. Division June 3, ;2005: Accredited by INTERNATIONAL ACCREDITATION SERVK.T4LW: (ntdi9AcnN rs S)zi 1975. TL -215 7011 South 19th Street • Tacoma, WA 98466 Telephone: (253) 565-6600 • Fax Number. (253) 565-7265 12 -ft -Tall Portal Frame for Use as Bracing in .Fully Sheathed Structures This report presents test results for 12 ft -tall portal frame wall segments (6:1 aspect ratio) with no hold down devices. The 2003 Intemati onal Residential Code (IRC, Section R602.10.5) permits a wood structural panel braced wall segment with 4:1 aspect ratio if a) the structure is fully sheathed with wood structural panels and b) openings next to such segm ents are limited to 0.65 times the story height. These 4:1 aspect ratio segments can be used in any of 3 stories. There are no specific hold-down requirements in the IRC for this 4:1 aspect ratio wall segment except a comer framing detail is specifiedat corners. Thus, in actual field applications, the fully sheathed perpendicular wallsand dead loads would provide the end restraint for this 4:1 aspect ratio wall segment without hold-down devices. Using this IRC 4:1 aspect ratio wall segment as a currently acceptable baseline,; tests were conducted on a 24-i n. -wide portal frame design (6:1 aspect ratio) with similar end restraint, as the IRC 4:1 aspect ratio wall segment to investigate if such a segment would provide equal or. better performance when built at the 12 -ft height. In accordance with IRC Section R301.3, braced walls can be 12 -ft tall if three conditions are met: 1) it is wood framed and 2) it is braced in accordance with Table R602.10.1, and 3) the length of bracing required by Table R602.10.1 is increased by 1.2. The bracing described herein meets these criteria. Continued on next page.) APA Report No. T2005-32 June 3, 2005 ©2005 APA - The Engineered Wood Association Page 1 of 13 A total of four 12 -ft -tall cyclic wall tests were conducted in this study and results are compared to previous test results. The wall lengths were 12 -ft long. The SEAOSC (1997) cyclic Toad protocol was used in this test program. Results of this test program show that the 6:1 aspect ratio portal frame at 12 -ft in height performs approximately equal to or better than the 12 -ft -tall IRC 4:1 aspect ratio wall segment. Since both wall segments are scaled by their aspect ratio, these results are not unexpected. Reported by: Reported by: ZENO A. MARTIN, P.E. Staff Engineer Technical Services Division THOMAS SKAGGS, Ph.D., P.E. Senior Engineer Technical Services Division Reported by: Reviewed by: EDWARD KEITH, P.E. Senior Engineer Technical Services Division BORJEN YEN, Ph.D., P.E. Director Technical Services Division Disclaimer The information contained herein is based on APA — The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA, nor its members make any warranty, expressed or implied, a assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction. or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed This report shall not be reproduced except in full and only with the written approval of APA - The Engineered Wood Association laboratory management. APA Report No. T2005-32 June 3, 2005 Page 2 of 13 ©2005 APA - The Engineered Wood Association Accredited by LYTERNATIONAL A( REDITAnON SE•.NICE, Esr.. t.eocingAcarec*ors Size 1975 TL -215 LABORATORYACCREDITATIONS AND LISTINGS HELD BY APA APA - The Engineered Wood Association is committed to providing its clients with high-quality service and information through documented test procedures and thorough, accurate collection of data. As a part of that commitment, a Quality Program has been established by APA based on the international document ISO/IEC Guide 17025: General Requirements for the Competence of Testing and Calibration Laboratories. The APA Quality Program follows the Accreditation Criteria and Requirements for Testing Organizations (CAN -P-4) and National Accreditation Program for Testing Organizations, Standards Council of Canada (SCC). APA is accredited or listed as a testing laboratory for specific scopes by the following agencies (certification agency accreditations also shown where applicable): • Standards Council of Canada (SCC), as an accredited Testing Organization (No. 89) • Standards Council of Canada (SCC), as an accredited Certification Body • International Accreditation Service (IAS), as an accredited Testing Laboratory (TL -215) • International Accreditation Service (IAS), as an accredited Inspection Agency (AA -649) • Japanese Ministry of Agriculture, Forestry, and Fisheries (MAFF), as a Registered Foreign Certification Organization (RFCO), Notification No. 414: May 10, 2002 • City of Los Angeles, as a Compliance Assurance and Testing Agency (No. 22192) • Miami -Dade County, as a Testing Laboratory (Certification No. 00-1114.02) • The Florida Department of Committee Affairs, as a Product Testing Laboratory (TST2513) • The Florida Department of Committee Affairs, as a Product Quality Assurance Entity (QUA2521) • • The Florida Department of Committee Affairs, as a Product Validation Entity (VAL3120) This report contains data generated through testing of engineered wood products according to various test methods. Many acceptedtest methods:conducted by APA are accredited or listed by organizations listed above. A lista methods is available, upon request. Any test data in this report that is derived from test methods, which deviate from accepted procedure are noted. Accreditation or listing does not constitute endorsement of this report by the accrediting or listing agency or government. The precision and bias of the test methods given in this report are being established APA Report No. T2005-32 June 3; 2005 Page 3 of 13 ©2005 APA - The Engineered Wood Association Table of Contents" 1. Introduction 5 2. Materials 5 2.1 Wall Framing 5 2.2 Wall Sheathing 5 2.3 Fasteners 5 2.4 Hold -Down Devices 9 3. Test Set -Up and Procedure 9 3.1 Boundary Conditions 9 3.2 Instrumentation 9 3.3 Cyclic Load Protocol 9 4. Test Specimen Description 9 5. 12 -ft Tall Wall Test Results 10 6. Comparison to Previous Testing 11 7. Summary and Conclusions 12 References 13 APA Report No. T2005-32 June 3, 2005 Page 4 of 13 ©2005 APA - The Engineered Wood Association 1. Introduction This report presents test results for 12 -ft -tall portal frame wall segments (6:1 aspect ratio) with no hold down devices. The 2003 Intemational Residential Code (IRC, Section R602.10.5) permits a wood structural panel braced wall segment with 4:1 aspect ratio if a) the structure is fully sheathed with wood structural panels and b) openings next to such segments are limited to 0.65 times the story height. These 4:1 aspect ratio segments can be used in any of 3 stories. There are no specific hold-down requirements in the IRC for this 4:1 aspect ratio wall segment except a comer framing detail is specified at corners. Thus, in actual field applications, the fully sheathed perpendi cular walls and dead Toads would pr ovide the end restraint for this 4:1 aspect ratio wall segment without hold-down devices. Using this IRC 4:1 aspect ratio wall segment as a currently acceptable baseline, tests were conducted on a 24-i n. -wide portal frame design (6:1 aspect ratio) with similar end restraint as the IRC 4:1 aspect ratio wall segment to investigate if such a segment would provide equal or better performance when built at the 12 -ft height. In accordance with IRC Section R301.3, braced walls can be 12 -ft tall if three conditions are met: 1) it is wood framed and 2) it is braced in accordance with Table R602.10.1, and 3) the length of bracing required by Table R602.10.1 is increased by 1.2. The bracing described herein meets these criteria. Similar comparative testing has been done with w all segments at 8 ft in height and results showed that the 6:1 aspect ratio portal frame designs perform approximately equal to or better than the IRC 4:1 as pect ratio wall segment (APA;•2003: 2004): This finding has served as the basis for several code changes'. A total of four 12 -ft -tall cyclic wall tests were conducted in this study and results are also compared to previous test results. The Wall lengths were 12 -ft long. The SEAOSC (1997) cyclic load protocol was used in this test program.' 2. Materials 2.1 Wall Framing Dry No. 2 Douglas -fir (DF) lumber was used for framing. Framing for test specimens was constructed in accordance with Figures 1 and 2.. The header was built up with two 2x12's with a 15/32 -in. OSB spacer between the 2x12's to create a.header surface that was flush with the 2x4 framing. 2.2 Wall Sheathing The wood structural panel sheathing used in the shear walls was 7/16 -inch APA Rated Sheathing oriented strand board (OSB) Exposure 1 with a span rating of 24/16. 2.3 Fasteners Nails used for attaching wall sheathing to framing'were 8d"common (0.131 inch in diameter x 2.5 inches in length), Framing nails were 10d commons (0.148 inch in diameter x 3 inches in length). Spacing of fasteners is as nbted in Figures 1, 2 and 3. APA Report No. T2005-32 June 3, 2005 Page 5 of 13 ©2005 APA - The Engineered Wood Association Figure 1. Typical R602.10.5 4:1 aspect ratio wall segment. O N m c O E E 0 0 O L O O O 0 3 J 0 . .0 O. 0 X N o 0 To 0 m io O O 10 8 0 L c v) 0 I0 n 4 t M w O a) 0) CD June 3, 2005 O U O 1 U) a • cto co C O ke C N 111 I— • -- O Z Q O Q. 1) Q O w 1.0 < 0 Q 0 Figure 2. Typical 6:1 portal frame wall segment. PH06 Hold downs used for walls 9 iV c .o 0 a O m N ch O � N I— a) o• jE Z , o� 0- ,x m <0 d N Q© Fasten top plate to header with 2 rows of 10d common nails at 3" o.c. U O l7 L C co C 0 r 1000 Ibf strap opposite sheathing • • • • •••• • • • • W 2 �d Q J > O W it 5 m F 0 = a z ID Q c� Q X • (V N X (V June 3, 2005 2.4 Hold -Down Devices Hold-down devices were used in some tests to provide a high degree of end restraint. The tests using hold down devices were intended to simulate a high degree of end restraint provided by a fully sheathed return wall, header and dead weight from above. The hold-down devices used were USP Stuctural Connectors PHD6's attached as shown in F igures 1 and 2. 3. Test Set -Up and Procedure 3.1 Boundary Conditions For the portal frame tests, Toad was applied to the walls via a load head beam -to -header connection using 3/4 -in. x 6 -in. lag screws evenly spaced along the length of header. For the 4:1 aspect ratio wall segment tests, similarly sized bolts were used. The OSB sheathing was free to rotate, in that the OSB sheathing was neither bearing on the foundation frame nor on the Toad beam above. Walls were tested both with end restraint and without end restraint to investigate the range of response expected for a segment which does not require hold-down dev ices, but which does have a degree of end restraint provided by the other components of the structure where the wall segment would be used. 3.2 Instrumentation Four linear potentiometer (LP) devices were used to measure displacement. These were placed to record: • Sliding of the sill plate. • Global lateral displacement. This was collected at the upper top plate at the end away from the load head. _ The applied Toad was measured with -a load cell located between the MTS hydraulic actuator and the load head. 3.3 Cyclic Load Protocol The displacement protocol for these tests followed the sequential phased displac ement (SPD) method, as outlined in SEAOSC (1997). The first major event (FME) was set at 1.2 in. This FME was chosen based ort experienceand:so that this data could be equally compared to that collected in previous APA tests.:::. ..._:•_ 4. Test Specimen Description Walls 1 and 3 represented the IRC 4:1 aspect ratio wall segment, and are shown in Figure 1. These IRC walls had a single row of 8d common (0.131 in. x 2.5 in.) nails spaced at 6 in. around wood structural -panel perimeters Wall l was tested with a low degree of end restraint and wall 3 was tested with a high degree of end restraint. Walls 2 and 4 were the 6:1. aspect ratio portal frames, and are shown in Figure 2. Wall 2 was tested with a low degree of end restraint and wall 4 was tested with a high degree of end restraint. APA Report No. T2005-32 . June 3, 2005 . Page 9 of 13 ©2005 APA - The Engineered Wood Association For the low degree of end restraint condition, only the anchor bolts, placed as shown in Figures 1 and 2, were used to restrain the wall end from uplift. For the high degree of end restraint condition, a USP PHD6 hold-down was used on the outside of the end stud. 5. 12 -ft -Tall Wall Test Results Test results are shown in Table 1 and in Figure 4. The 4:1 aspect ratio wall is labeled as the control. Table 1. 12 -ft Tall wall test results (average of positive and negative displacement excursions Test Wall .. Aspect Ratio Degree of . End Restraint Wall Height (ft) Load (bf) at Stiffness (fin.) at Maximum 0.24" . 0.48" 0.24" 0.48" Load (Ibf) Defl. (in.) 1 Control 4:1 Low 12 734 1,332 3.06 2.78 2,404 2.37 2 Portal 6:1 Low 12 587 1,015 2.44 2.11 2,686 2.88 % diff.(a) — — — — -20% -24% -20% -24% 12% 21% 3 Control 4:1 High . _ 12 1,133 1,911 4.72 3.98 3,700 2.87 4 Portal 6:1 High 12 1,094 2,031 4.56 4.23 5,912 4.43 % diff.(a) — -- — -3% 6% -3% 6% 60% 54% a) % difference is between the.portaI frarne'and 'the control.`d' Figure 4. Backbone curve'summary - average of pbsitie and negative displacement excursions for the 12 -ft -tall wall tests. 7000 6000 — 5000 4000 0 J 3000 2000 1000 0 Control 12-1 Low Degree of End, Restraint Control 12-3 High Degree of End Restraint —s— Portal 12-2 Low Degree of End Restraint —�— Portal 12-4 High' Degree of End Restraint 0.00 0.50 1.00 1-.50 2.00 2.50 3.00 - Displacement (in.) 3.50 4.00 4.50 5.00 The test results show that the.portal, frame performs approximately equal or better compared to the control, except for stiffness for the low degree:of end restraint case. However, the overall results should be considered and put into perspective: --The low degree of end restraint case is not realistic or representative of the restraint conditions in an actual structure because there will always be some degree of end restraint provided by adjacent walls, transverse walls, framing APA Report No. T2005-32 . June 3, 2005 ©2005 APA - The Engineered Wood Association Page 10 of 13 above, dead loads, etc . For the spectrum of end restraint tested, a more realistic condition is represented somewhere in between the high and low degr ees of end restraint tested. Considering the results between the high and low degrees of end restraint (see Figure 5), the results show that the portal frame performs approximately equal to or better than the control. Figure 5. Backbone curve summary - average of positive and negative displacement excursions for the 12 -ft -tall wall tests.: r , 4,500 4,000 3,500 3,000 a 2.500 3 2,000 1,500 1,000 r r Not 0 12 -ft tall Portal Average of High and Low End Restraint 12 -ft tall Control Average of High and Low End Restraint 0.00 0.50 2.00 -250 3.00 3.50 4.00 4.50 5.00 Dispiacemerit 6. Comparison to Previous Testing _. The testing described in this report was -similar to previous testing (APA, 2003; 2004) in that the purpose was to make relative performance comparisons between portal frame bracing and existing bracing permitted by the code. In this report, all relative comparisons were made for wall segments of 12 -ft in height. This testing along with the previous (APA, 2003) test series permits a comparison of results to examine the effect of the 12 -ft height. Table 2 shows the relative difference between the sim ilar wall segments tested at 12 -ft height and 8 -ft height. The 4:1 aspect ratio walls at a low degree of end restraint performed approximately the same at 8 -ft height or 12 -ft height. For the high degree of end restraint, the 4:1 aspect ratio walls were 23% stronger at 12 -ft tall but otherwise_ very. similar.. Overall, the results at 12 -ft or 8 -ft for the 4:1 aspect ratio walls were very close. .. Comparing the 8 -ft height and.j2-ft,height for the 6;1 aspect ratio walls at a low degree of end restraint, the 12 -ft -tall walls were 21 % stronger but otherwise very similar to the 8 -ft -tall wall results. For the high degree of end restraint, the ;6:1 asPect ratio walls at 12 -ft height were 36% stronger and a bit less stiff. Overall, the results show that the 12 -ft -tall walls had somewhat higher strength and slightly less stiffnesscompared to the 8-ft-tall`walls. APA Report No. T2005-32 June 3, 2005 ©2005 APA - The Engineered Wood Association - : - Page 11 of 13 The similar results at 12 -ft tall and 8 -ft tall are not totally unexpected since the walls are scaled up in size by their aspect ratio; so as height increases, so does the width. The aspect ratio basis is intended to keep the minimum performance approximately the same (as is done for engineered shear walls), and these test results confirm this assumption. For the portal frame to be completely scaled up in size, the header depth should have been increased too in proportion. However, headers greater than the 12 -in. nominal depth are not often used in conventional construction, so it was decided to test with a 2x12. The fact that the head er was not scaled up in depth probably accounts for the fact that the 12 -ft vs. 8 -ft portal frame had slightly larger differences compared to the 12 -ft vs. 8 -ft 4:1 aspect ratio walls, which more completely scaled up in size. Table 2. 12 -ft and 8 -ft tall wall test results (average of positive and negative displacement excursions) �a) va[a Trom Ai'A Test Aspect Ratio End Rest (`) Wall Ht. (ft) Load (lbf) at Stiffness (kiln) at Maximum 0.24" 0.48" 0.24" 0.48" Load (lbf) Defl. (in.) Control ave. 1 & 2(a) 4:1 Low 8 734 1,221 3.06 2.55 2,276 2.59 1 4:1 Low 12.. 734 1,332. 3.06 2.78 2,404 2.37 % diff.(b) — — ... __ ..:: 0% ,. ,- 9% , . - 0% 9% 6% -9% a ave. 9 & 10(a) 6:1 Low 8 641 1,084 2.67 2.26 2221 2.33 2 6,:,1 Low 12� 587 1,015,. :.2.44 2.11 2,686 2.88 % diff»» — — -• =8% " -6% -9% -6% 21% 23% Control ave. 3 & 4(a) 4:1 High 8 1,193 1,881 4.97 3.92 3,004 2.16 3 4:1 . , High 12 . 1,133 . 1;911. , 4.72 3.98 3,700 2.87 % diff.(b) — 1 _ -_5%° , 2% - : -5% 2% 23% 33% - c. ave. 11 & 12(a) 6:1 High 8 1,326 ` 2159 5.53 4.50 4,352 3.40 4 6:1 High 12 1,094 2,031 4.56 4.23 5,912 4.43 % diff» — — -- -17% . -6% . -17% -6% 36% 30% repoR 11003-4t5 ,-. (b) The % difference is between the .12 -ft tall test results and the 8 -ft tall test results (c) Degree of end restraint 7. Summary and Conclusions This test program compares the performance between 61 aspect ratio portal frames and 4:1 aspect ratio bracing permitted by the IRC fOr 12 -ft -tall walls. This report is similar to previous testing (APA, 2003; 2004) in that=the'°purpose was to make relative performance comparisons between portal frame bracing and existing bracing` permitted by the code. All testing was done using the SEAOSC (1997) cyclic load protocol. The test results lead to the following conclusions: . • The 6:1 aspect ratio, portal frame performs approximately equal to or better than the 4:1 aspect ratio wall segment of 12 -ft in height. • • Whether the walls are 8 ft or 12 -ft tall, the results and relative performance are similar. The aspect ratio basis is intended to keep the minimum performance approximately the same (as is done for engineered shear walls) and these test results confirm this approach to be true for these bracing segments, too. APA Report No. T2005-32 June 3, 2005 ©2005 APA - The -Engineered Wood Association Page 12 of 13 8. References APA, 2003. APA -Report T2003-48. Testing a Portal Frame Design for Use as Bracing in Fully Sheathed Structures. APA -The Engineered Wood. Association. Tacoma, WA. APA, 2004. APA -Report T2004-38. A Portal Frame Designon Raised Wood Floors for Use as Bracing in Fully Sheathed Structures. APA -The Engineered Wood Association. Tacoma, WA. IRC. 2003. International Residential Code for One and. Two Family Dwellings. International Code Council. Country Club Hills IL. SEAOSC, 1997. Standard method of cyclic (reversed) load test for shear resistance of framed walls for buildings. Structural Engineers Association of Southern Califomia, Whittier, CA. APA Report No. T2005-32 June 3,'2005 ©2005 APA - The Engineered Wood Association Page 13 of 13 FLOORS TABLE R502.5(1) GIRDER SPANSa AND HEADER SPANSa FOR EXTERIOR BEARING WALLS 1 (Maximum spans for Douglas fir -larch, hem -fir, southern pine and spruce -pine -fir" and required number of jack studs) GIRDERS AND HEADERS SUPPORTING (� i" �I''� SIZE GROUND SNOW LOAD (psf)e 30 �C` 50 Building widthe (feet) 20 28 36 20 28 36 Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd (t{1 Pt" Roof and ceiling -itifr t" "t(g J v` 2-2x4 3-6 1 3-2 1 2-10 1 3-2 1 2-9 1 2-6 1 2-2x6 f_' 5-5 1 4-8 1 4-2 1 0 4-8 1 4-1 1 3-8 2 2-2x8 6-10 1 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 3-2x10 10-6 1 9-1 2 8-2 2 9-1 2 7-10 2 7-0 2 3-2x12 12-2 2 10-7 2 9-5 2 10-7 2 9-2 2 8-2 2 4-2x8 9-2 1 8-4 1 7-8 1 8-4 1 7-5 1 6-8 1 4-2x10 11-8 1 10-6 1 9-5 2 10-6 1 9-1 2 8-2 2 4-2x12 14-1 l� 1 12-2 2 10-11 2 12-2 2 10-7 2 9-5 2 Roof, ceiling and one center -bearing floor 2-2x4 3-1 1 2-9 1 2-5 1 2-9 1 2-5 1 2-2 1 2-2x6 4-6 1 4-0 1 3-7 2 4-1 1 3-7 2 3-3 2 2-2x8 5-9 2 5-0 2 4-6 2 5-2 2 4-6 2 4-1 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 3-2x8 7-2 1 6-3 2 5-8 2 6-5 2 5-8 2 5-1 2 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 2 7-3 2 4-2x8 8-1 1 7-3 1 6-7 1 7-5 1 6-6 1 5-11 2 4-2x10 10-1 1 8-10 2 8-0 2 9-1 2 8-0 2 7-2 2 4-2x12 11-9 2 10-3 2 9-3 2 10-7 2 9-3 2 8-4 2 Roof, ceiling and one clear span floor 2-2x4 2-8 1 2-4 1 2-1 1 2-7 1 2-3 1 2-0 1 2-2x6 3-11 1 3-5 2 3-0 2 3-10 2 3-4 2 3-0 2 2-2x8 5-0 2 4-4 2 3-10 2 4-10 2 4-2 2 3-9 2 2-2x10 6-1 2 5-3 2 4-8 2 5-11 2 5-1 2 4-7 3 2-2x12 7-1 2 6-1 3 5-5 3 6-10 2 5-11 3 5-4 3 3-2x8 6-3 2 5-5 2 4-10 2 6-1 2 5-3 2 4-8 2 3-2x10 7-7 2 6-7 2 5-11 2 7-5 2 6-5 2 5-9 2 3-2x12 8-10 2 7-8 2 6-10 2 8-7 2 7-5 2 6-8 2 4-2x8 7-2 1 6-3 2 5-7 2 7-0 1 6-1 2 5-5 2 4-2x10 8-9 2 7-7 2 6-10 2 8-7 2 7-5 2 6-7 2 4-2x12 10-2 2 8-10 2 7-11 2 9-11 2 8-7 2 7-8 2 Roof, ceiling and two center -bearing floors 2-2x4 2-7 1 2-3 1 2-0 1 2-6 1 2-2 1 1-11 1 2-2x6 3-9 2 3-3 2 2-11 2 3-8 2 3-2 2 2-10 2 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 2-2x12 6-8 2 5-10 3 5-3 3 6-6 2 5-9 3 5-2 3 3-2x8 5-11 2 5-2 2 4-8 2 5-9 2 5-1 2 4-7 2 3-2x10 7-3 2 6-4 2 5-8 2 7-1 2 6-2 2 5-7 2 3-2x12 8-5 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 3 4-2x8 6-10 1 6-0 2 5-5 2 6-8 1 5-10 2 5-3 2 4-2x10 8-4 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 2 4-2x12 9-8 2 8-6 2 7-8 2 9-5 2 ` 8-3 2 7-5 2 92 2003 INTERNATIONAL RESIDENTIAL CODE® ROOF -CEILING CONSTRUCTION TABLE R802.5.1(4) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow Toad=50 psf, ceiling not attached to rafters, UA=180) RAFTER SPACING (inches) SPECIES AND GRADE DEAD LOAD = 10 psf DEAD LOAD = 20 psf 2x4 2x6 2x8 2x10 2x12 2x4 2x6 2x8 2x10 2x12 Maximum rafter spansa (feet - Inches) (feet - Inches) (feet - inches) (feet - inches) (feet - inches) (feet - inches) (feet - Inches) (feet - inches) (feet - inches) (feet - inches) Douglas fir -larch SS 8- 5 13- 3 17- 6 22- 4 26- 0 8- 5 13- 3 17- 0 20- 9 24- 0 Douglas fir -larch #1 8- 2 12- 0 15- 3 18- 7 21- 7 7- 7 11- 2 14- 1 17- 3 20- 0 Douglas fir -larch #2 7- 8 . 11- 3 14-3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Douglas fir -larch #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14- 1 Hem -fir SS 8- 0 12- 6 16- 6 21-1 25- 6 8- 0 12- 6 16- 6 20- 4 23- 7 Hem -fir #1 7-10 11- 9 14-10 18-1 21- 0 7- 5 10-10 13- 9 16- 9 19- 5 Hem -fir #2 7- 5 11-1 14- 0 17- 2 19-11 7- 0 10- 3 13- 0 15-10 18- 5 12 Hem -fir #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14-1 Southern pine SS 8- 4 13- 0 17- 2 21-11 Note b 8- 4 13- 0 17- 2 21-11 Note b Southern pine #1 8- 2 12-10 16-10 20- 3 24-1 8- 2 12- 6 15- 9 18- 9 22- 4 Southern pine #2 8- 0 11- 9 15- 3 18- 2 21- 3 7- 7 10-11 14-1 16-10 19- 9 Southern pine #3 6- 2 9- 2 11- 8 13- 9 16- 4 5- 9 8- 5 10- 9 12- 9 15- 2 Spruce -pine -fir SS 7-10 12- 3 16- 2 20- 8 24-1 7-10 12- 3 15- 9 19- 3 22- 4 Spruce -pine -fir #1 7- 8 11- 3 14- 3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Spruce -pine -fir #2 7- 8 11- 3 14- 3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Spruce -pine -fir #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14- 1 Douglas fir -larch SS 7- 8 12-1 15-10 19- 5 22- 6 7- 8 11- 7 14- 8 17-11 20-10 Douglas fir -larch #1 7- 1 10- 5 13- 2 16- 1 18- 8 6- 7 9- 8 12- 2 14-11 17- 3 Douglas fir -larch #2 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Douglas fir -larch #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Hem -fir SS 7- 3 11- 5 15- 0 19-1 22-1 7- 3 11- 5 14- 5 17- 8 20- 5 Hem -fir #1 6-11 10- 2 12-10 15- 8 18- 2 6- 5 9- 5 11-11 14- 6 16-10 Hem -fir #2 6- 7 9- 7 12- 2 14-10 17- 3 6- 1 8-11 11- 3 13- 9 15-11 16 Hem -fir #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Southern pine SS 7- 6 11-10 15- 7 19-11 24- 3 7- 6 11-10 15- 7 19-11 23-10 Southern pine #1 7- 5 11- 7 14- 9 17- 6 20-11 7- 4 10-10 13- 8 16- 2 19- 4 Southern pine #2 7- 1 10- 2 13- 2 15- 9 18- 5 6- 7 9- 5 12- 2 14- 7 17- 1 Southern pine #3 5- 4 7-11 10- 1 11-11 14- 2 4-11 7- 4 9- 4 11- 0 13- 1 Spruce -pine -fir SS 7- 1 11- 2 14- 8 18- 0 20-11 7- 1 10- 9 13- 8 15-11 19- 4 Spruce -pine -fir #1 6- 8 9- 9 12- 4 15- 1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Spruce -pine -fir #2 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Spruce -pine -fir #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Douglas fir -larch SS 7- 3 11- 4 14- 6 17- 8 20- 6 7- 3 10- 7 13- 5 16- 5 19- 0 Douglas fir -larch #1 6- 6 9- 6 12- 0 14- 8 17-1 6- 0 8-10 11- 2 13- 7 15- 9 Douglas fir -larch #2 6- 1 8-11 11- 3 13- 9 15-11 5- 7 8- 3 10- 5 12- 9 14- 9 Douglas fir -larch #3 4- 7 6- 9 8- 6 10- 5 12- 1 4- 3 6- 3 7-11 9- 7 11- 2 Hem -fir SS 6-10 10- 9 14- 2 17- 5 20- 2 6-10 10- 5 13- 2 16-1 18- 8 Hem -fir #1 6- 4 9- 3 11- 9 14- 4 16- 7 5-10 8- 7 10-10 13- 3 15- 5 Hem -fir #2 6- 0 8- 9 11-1 13- 7 15- 9 5- 7 8-1 10- 3 12- 7 14- 7 19.2 Hem -fir #3 4- 7 6- 9 8- 6 10- 5 12-1 4- 3 6- 3 7-11 9- 7 11- 2 Southern pine SS 7- 1 11- 2 14- 8 18- 9 22-10 7- 1 11- 2 14- 8 18- 7 21- 9 Southern pine #1 7- 0 10- 8 13- 5 16- 0 19-1 6- 8 9-11 12- 5 14-10 17- 8 Southern pine #2 6- 6 9- 4 12- 0 14- 4 16-10 6- 0 8- 8 11- 2 13- 4 15- 7 Southern pine #3 4-11 7- 3 9- 2 10-10 12-11 4- 6 6- 8 8- 6 10-1 12- 0 Spruce -pine -fir SS 6- 8 10- 6 13- 5 16- 5 19- 1 6- 8 9-10 12- 5 15- 3 17- 8 Spruce -pine -fir #1 6- 1 8-11 11- 3 13- 9 15-11 5- 7 8- 3 10- 5 12- 9 14- 9 Spruce -pine -fir #2 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9 Spruce -pine -fir #3 4- 7 6- 9 8- 6 10- 5 12- 1 4- 3 6- 3 7-11 9- 7 11- 2 (continued) 228 2003 INTERNATIONAL RESIDENTIAL CODE© ROOF -CEILING CONSTRUCTION TABLE R802.5.1(4) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow Toad=50 psf, ceiling not attached to rafters, L/A=180) RAFTER SPACING (inches) SPECIES AND GRADE DEAD LOAD = 10 psf DEAD LOAD = 20 psf 2x4 2x6 2x8 2x10 2x12 2x4 2x6 2x8 2x10 2x12 Maximum rafter spans' (feet - inches) (feet - Inches) (feet - inches) (feet - Inches) (feet - inches) (feet - Inches) (feet - inches) (feet - inches) (feet - inches) (feet - inches) Douglas fir -larch SS 8- 5 13- 3 17- 6 22- 4 26- 0 8- 5 13- 3 17- 0 20- 9 24- 0 Douglas fir -larch #1 8- 2 12- 0 15- 3 18- 7 21- 7 7- 7 11- 2 14-1 17- 3 20- 0 Douglas fir -larch #2 7- 8 . 11- 3 14:-3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Douglas fir -larch #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14-1 Hem -fir SS 8- 0 12- 6 16- 6 21- 1 25- 6 8- 0 12- 6 16- 6 20- 4 23- 7 Hem -fir #1 7-10 11- 9 14-10 18- 1 21- 0 7- 5 10-10 13- 9 16- 9 19- 5 Hem -fir #2 7- 5 11- 1 14- 0 17- 2 19-11 7- 0 10- 3 13- 0 15-10 18- 5 12 Hem -fir #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14- 1 Southern pine SS 8- 4 13- 0 17- 2 21-11 Note b 8- 4 13- 0 17- 2 21-11 Note b Southern pine #1 8- 2 12-10 16-10 20- 3 24-1 8- 2 12- 6 15- 9 18- 9 22- 4 Southern pine #2 8- 0 11- 9 15- 3 18- 2 21- 3 7- 7 10-11 14-1 16-10 19- 9 Southern pine #3 6- 2 9- 2 11- 8 13- 9 16- 4 5- 9 8- 5 10- 9 12- 9 15- 2 Spruce -pine -fir SS 7-10 12- 3 16- 2 20- 8 24-1 7-10 12- 3 15- 9 19- 3 22- 4 Spruce -pine -fir #1 7- 8 11- 3 14- 3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Spruce -pine -fir #2 7- 8 11- 3 14- 3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Spruce -pine -fir #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14-1 Douglas fir -larch SS 7- 8 12-1 15-10 19- 5 22- 6 7- 8 11- 7 14- 8 17-11 20-10 Douglas fir -larch #1 7- 1 10- 5 13- 2 16- 1 18- 8 6- 7 9- 8 12- 2 14-11 17- 3 Douglas fir -larch #2 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Douglas fir -larch #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Hem -fir SS 7- 3 11- 5 15- 0 19-1 22-1 7- 3 11- 5 14- 5 17- 8 20- 5 Hem -fir #1 6-11 10- 2 12-10 15- 8 18- 2 6- 5 9- 5 11-11 14- 6 16-10 Hem -fir #2 6- 7 9- 7 12- 2 14-10 17- 3 6-1 8-11 11- 3 13- 9 15-11 16 Hem -fir #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Southern pine SS 7- 6 11-10 15- 7 19-11 24- 3 7- 6 11-10 15- 7 19-11 23-10 Southern pine #1 7- 5 11- 7 14- 9 17- 6 20-11 7- 4 10-10 13- 8 16- 2 19- 4 Southern pine #2 7-1 10- 2 13- 2 15- 9 18- 5 6- 7 9- 5 12- 2 14- 7 17- 1 Southern pine #3 5- 4 7-11 10- 1 11-11 14- 2 4-11 7- 4 9- 4 11- 0 13- 1 Spruce -pine -fir SS 7-1 11- 2 14- 8 18- 0 20-11 7-1 10- 9 13- 8 15-11 19- 4 Spruce -pine -fir #1 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Spruce -pine -fir #2 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Spruce -pine -fir #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Douglas fir -larch SS 7- 3 11- 4 14- 6 17- 8 20- 6 7- 3 10- 7 13- 5 16- 5 19- 0 Douglas fir -larch #1 6- 6 9- 6 12- 0 14- 8 17- 1 6- 0 8-10 11- 2 13- 7 15- 9 Douglas fir -larch #2 6- 1 8-11 11- 3 13- 9 15-11 5- 7 8- 3 10- 5 12- 9 14- 9 Douglas fir -larch #3 4- 7 6- 9 8- 6 10- 5 12- 1 4- 3 6- 3 7-11 9- 7 11- 2 Hem -fir SS 6-10 10- 9 14- 2 17- 5 20- 2 6-10 10- 5 13- 2 16- 1 18- 8 Hem -fir #1 6- 4 9- 3 11- 9 14- 4 16- 7 5-10 8- 7 10-10 13- 3 15- 5 Hem -fir #2 6-0 8-9 11-1 13-7 15-9 5-7 8-1 10-3 12-7 14-7 192 Hem -fir #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 11-2 Southern pine SS 7-1 11- 2 14- 8 18- 9 22-10 7-1 11- 2 14- 8 18- 7 21- 9 Southern pine #1 7- 0 10- 8 13- 5 16- 0 19-1 6- 8 9-11 12- 5 14-10 17- 8 Southern pine #2 6- 6 9- 4 12- 0 14- 4 16-10 6- 0 8- 8 11- 2 13- 4 15- 7 Southern pine #3 4-11 7- 3 9- 2 10-10 12-11 4- 6 6- 8 8- 6 10-1 12- 0 Spruce -pine -fir SS 6- 8 10- 6 13- 5 16- 5 19- 1 6- 8 9-10 12- 5 15- 3 17- 8 Spruce -pine -fir #1 6-1 8-11 11- 3 13- 9 15-11 5- 7 8- 3 10- 5 12- 9 14- 9 Spruce -pine -fir #2 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9 Spruce -pine -fir #3 4- 7 6- 9 8- 6 10- 5 12-1 4- 3 6- 3 7-11 9- 7 11- 2 (continued) 228 2003 INTERNATIONAL RESIDENTIAL CODE® ROOF -CEILING CONSTRUCTION TABLE R802.5.1(4) RAFTER SPANS FOR COMMON LUMBER SPECIES (Ground snow Toad=50 psf, ceiling not attached to rafters, UD=180) RAFTER SPACING (inches) SPECIES AND GRADE DEAD LOAD = 10 psf DEAD LOAD = 20 psf 2x4 2x6 2x8 2x10 2x12 2x4 2x6 2x8 2x10 2x12 Maximum rafter spans' (feet - inches) (feet - Inches) (feet - inches) (feet - inches) (feet - inches) (feet - inches) (feet - inches) (feet - inches) (feet - inches) (feet - inches) Douglas fir -larch SS 8- 5 13- 3 17- 6 22- 4 26- 0 8- 5 13- 3 17- 0 20- 9 24- 0 Douglas fir -larch #1 8- 2 12- 0 15- 3 18- 7 21- 7 7- 7 11- 2 14-1 17- 3 20- 0 Douglas fir -larch #2 7- 8 . 11- 3 14---3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Douglas fir -larch #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14-1 Hem -fir SS 8- 0 12- 6 16- 6 21- 1 25- 6 8- 0 12- 6 16- 6 20- 4 23- 7 Hem -fir #1 7-10 11- 9 14-10 18-1 21- 0 7- 5 10-10 13- 9 16- 9 19- 5 Hem -fir #2 7- 5 11-1 14- 0 17- 2 19-11 7- 0 10- 3 13- 0 15-10 18- 5 12 Hem -fir #3 Southern pine SS 5-10 8- 4 8- 6 13- 0 10- 9 17- 2 13- 2 21-11 15- 3 Note b 5- 5 8- 4 7-10 13- 0 10- 0 17- 2 12- 2 21-11 14-1 Note b Southern pine #1 8- 2 12-10 16-10 20- 3 24-1 8- 2 12- 6 15- 9 18- 9 22- 4 Southern pine #2 8- 0 11- 9 15- 3 18- 2 21- 3 7- 7 10-11 14-1 16-10 19- 9 Southern pine #3 6- 2 9- 2 11- 8 13- 9 16- 4 5- 9 8- 5 10- 9 12- 9 15- 2 Spruce -pine -fir SS 7-10 12- 3 16- 2 20- 8 24-1 7-10 12- 3 15- 9 19- 3 22- 4 Spruce -pine -fir #1 7- 8 11- 3 14- 3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Spruce -pine -fir #2 7- 8 11- 3 14- 3 17- 5 20- 2 7-1 10- 5 13- 2 16-1 18- 8 Spruce -pine -fir #3 5-10 8- 6 10- 9 13- 2 15- 3 5- 5 7-10 10- 0 12- 2 14-1 Douglas fir -larch SS 7- 8 12-1 15-10 19- 5 22- 6 7- 8 11- 7 14- 8 17-11 20-10 Douglas fir -larch #1 7-1 10- 5 13- 2 16-1 18- 8 6- 7 9- 8 12- 2 14-11 17- 3 Douglas fir -larch #2 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Douglas fir -larch #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Hem -fir SS 7- 3 11- 5 15- 0 19-1 22-1 7- 3 11- 5 14- 5 17- 8 20- 5 Hem -fir #1 6-11 10- 2 12-10 15- 8 18- 2 6- 5 9- 5 11-11 14- 6 16-10 Hem -fir #2 6- 7 9- 7 12- 2 14-10 17- 3 6- 1 8-11 11- 3 13- 9 15-11 16 Hem -fir #3 Southern pine SS 5- 0 7- 6 7- 4 11-10 9- 4 15- 7 11- 5 19-11 13- 2 24- 3 4- 8 7- 6 6-10 11-10 8- 8 15- 7 10- 6 19-11 12- 3 23-10 Southern pine #1 7- 5 11- 7 14- 9 17- 6 20-11 7- 4 10-10 13- 8 16- 2 19- 4 Southern pine #2 7-1 10- 2 13- 2 15- 9 18- 5 6- 7 9- 5 12- 2 14- 7 17-1 Southern pine #3 5- 4 7-11 10-1 11-11 14- 2 4-11 7- 4 9- 4 11- 0 13-1 Spruce -pine -fir SS 7-1 11- 2 14- 8 18- 0 20-11 7-1 10- 9 13- 8 15-11 19- 4 Spruce -pine -fir #1 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Spruce -pine -fir #2 6- 8 9- 9 12- 4 15-1 17- 6 6- 2 9- 0 11- 5 13-11 16- 2 Spruce -pine -fir #3 5- 0 7- 4 9- 4 11- 5 13- 2 4- 8 6-10 8- 8 10- 6 12- 3 Douglas fir -larch SS 7- 3 11- 4 14- 6 17- 8 20- 6 7- 3 10- 7 13- 5 16- 5 19- 0 Douglas fir -larch #1 6- 6 9- 6 12- 0 14- 8 17- 1 6- 0 8-10 11- 2 13- 7 15- 9 Douglas fir -larch #2 6- 1 8-11 11- 3 13- 9 15-11 5- 7 8- 3 10- 5 12- 9 14- 9 Douglas fir -larch #3 4- 7 6- 9 8- 6 10- 5 12- 1 4- 3 6- 3 7-11 9- 7 11- 2 Hem -fir SS 6-10 10- 9 14- 2 17- 5 20- 2 6-10 10- 5 13- 2 16-1 18- 8 Hem -fir #1 6- 4 9- 3 11- 9 14- 4 16- 7 5-10 8- 7 10-10 13- 3 15- 5 Hem -fir #2 6- 0 8- 9 11-1 13- 7 15- 9 5- 7 8-1 10- 3 12- 7 14- 7 19.2 Hem -fir #3 Southern pine SS 4- 7 7-1 6- 9 11- 2 8- 6 14- 8 10- 5 18- 9 12-1 22-10 4- 3 7-1 6- 3 11- 2 7-11 14- 8 9- 7 18- 7 11- 2 21- 9 Southern pine #1 7- 0 10- 8 13- 5 16- 0 19-1 6- 8 9-11 12- 5 14-10 17- 8 Southern pine #2 6- 6 9- 4 12- 0 14- 4 16-10 6- 0 8- 8 11- 2 13- 4 15- 7 Southern pine #3 4-11 7- 3 9- 2 10-10 12-11 4- 6 6- 8 8- 6 10-1 12- 0 Spruce -pine -fir SS 6- 8 10- 6 13- 5 16- 5 19- 1 6- 8 9-10 12- 5 15- 3 17- 8 Spruce -pine -fir #1 6-1 8-11 11- 3 13- 9 15-11 5- 7 8- 3 10- 5 12- 9 14- 9 Spruce -pine -fir #2 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9 Spruce -pine -fir #3 4- 7 6- 9 8- 6 10- 5 12-1 4- 3 6- 3 7-11 9- 7 11- 2 (continued) 228 2003 INTERNATIONAL RESIDENTIAL CODE® )1 )) CY1 9)ra.— p?"7-a-a-v) , .1,77 -FF-oO l V B EV) � "I &-4-r o F WooC> ,FOA4A6- nM M °r X01 FSM c.oW-ACS Imt- SIDE VtE,VJ EYH ESTI tJ C; m Zo' 10161, • EXHAUST FANS 1001CFM kitchen 50 CFM bathrootns & laundry V&t=� Va 4M"T'ftP_% o 0— Under floor accessible Egress windows openable . 5"7 sq, ft. - 44" sill by 18" x 24" SAFETY GLASS 91�ss - i QUIPid� =N i hilUzil DE PROVIDED WITH CLEARANCES AND VV09,A,IKG5-PAA_;9A8 PROVIDED BY CODES, 26' t3A5EMENr A. CPAWL SPACE 5'-6" — 1 9' m c� MA57Ep f3AM. 0 0 onow 6-6" 1 2 5 C C FM I AUNDFY I DOOM I- 6' MA5TEP N Of PFOOM 16' -9" -T-F-F-1 0 S +airy Se -e- SP 1 UPC 508.2 -'Water heaters require anchoring or strapping at upper and lower one third points to prevent horizontal displacement during earthquakes. Strapping shall be a minimum of 4 inches above controls. PA5MW FLOOF PLAN Exp s4- / e C S P-1 6 e'L ra . y' # 3 STa..J's S P - I " 4 Cr (Ca't-) S to — � EX1511NG HOL15E EMERGENCY EGRESS REQUIREMENTS FROM SLEEPING ROOMS 1) NET CLEAR OPENING: 5.7 SQUARE FEET GRADE FLOOR OPENING (MAX 44") 5.0 SQUARE FEET 2) NFT CLEAR OPENING HEIGHT 241NCHES OPENING WwTH 2O INCHES FINISHED SILL HEIGHT 44" ABOVE FLOOR R(,E NCY ESCAPE & RESCUE OPENING SHALL BE %A! FROM THE INSIDE OF THE ROOM WITHOUT N'S OR TOOLS MINIMUM 4" RADON FROC-i-6 !NffH c MIL PLASTIC UNDER SLAG . 4 . ,. PROVIDE 3" RADON VENT, THROUGH ROOT; ' 1 FOUNDATION WALLS - 3000 # PSI SLABS, GARAGES, CARPORTS & PORCHES - 3500 # PSI CONCRETE TO COMP Td aIRC N GAW-9 Al(. FOOTINGS MUST BE CONTINUOUS OCCUPANCY SEPARATION between R-3 and U-1 shall -be a min. 1/2" Type "X" G.W.B. on all common walls with the house and on support framing for 2nd floor. Min. 5/8" Type "X" on the ceiling if 2nd floor is above the garage. G.W.B. shall extend up to the roof sheathing or 5/8" garage lid. All posts and beams to be wrapped with min. 1/2" Type "X" B.W.B. Min. 20 minute tight -fitting or solid -wood door mIn 1-3/8" thick 0 PROVIDE: A MIN UMUM OF ONE (1) EGRESS VANMOJ OR DOOR FROM B„ SEMIENT f S 1 "pc__S. Are tA- S WINDOW WELL: Min. 9 sq. ft. horizontal area. Min. 3 ft. horizontal projection and width. Max. 44 in. vertical depth without a ladder WHEN INTERIOR ALTERATIONS, REPMIRS OR AMMNS UN REQUIRING A PERMIT OCCUR, OR VMIEN ONE OR MORE SLEEPING ROOMS ARE ADDED OR CREATED IN DUSTING pR DWELLINGS, THE DWELLING UNIT SHALL BE PROVIDED SH WITH SMOKE ALARMS LOCATED AS REQUIRED FOR NEW DWELLINGS. MAIN FLOOP, FLAN 0• SMOKE ALARMS SHALL ft INTERCON- NECTED AND HARD 1I MED IN SUCH A A bl {��.t-Sj C}}�(C s RQ�"i}{CS MANNER THAT THE ACTIVATION OF ONE C }-0>l ALARM WILL ACTIVATE ALL ALARMS, �,r �, �<<9 i� �l-�S S B AREAS VAULTEDCEILING Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4 GYPSUM BOARD USED FORTH RISE OF 24" & ON EACH FLOOR) Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6 INTERIOR BRACED WALL Min. 16, 18 or 20 in. APA Portal Frame Bracing CONSTRUCTION SHALL BE FASTENED NO FURTHER Engineered Shear Wall Bracing THAN 7" O.C. WS . y 1 �d��-fie tiJ_ vt cL, ��S� � P_ f A I( �s +-pc.�,c � � o-.� rO wt e_Q - Zo 22 C_ z O DE SOLIDWeeM UNDER A COLUMNS .G WALLOW WALLS. 10 DELZlr TO UND ALL WALLS IDE TO DATION R ALL HIP ANRUSSEU.N.O. IDE SHEAR CONNECTION FROM NTERIOR R WALLS TOTRJW4OR JOISTP ABOVE. 5104 N. FAF,K I?n 5190mA VAI.L�Y WA5HINCifON PP,AWN 6Y; JLM 12�516N COY: nM APPP,MP: nM 19W: 2127/ 06 SCALA: 1/ 4"-1'-0" f GENERAL NOTES 1. All constmolion to be In accordance with 2003 IRC. local, and slate building code requirements. 2. The builder shall verify all dimensions and conditions an drawings and shall be responsible for all adjustments and corrections made to the drawings in the geld. 3. Written dimensions on these drawings shall have precedence over scaled dimensions. Contractors shall verify and be responsible for all dimensions and conditions on the job and this office must be notified of any variations tram the dimensions and conditions on these drawings. DESIGN REQUIREMENTS "Table R301.2 (p: nun snow tea : - 9 s s . L ands fed usl : 85 m hp0 fades) i design o : ISO 33 C O% Severe the 24" WVealhe Sllghl OR 120" HEIGHT, MIN WIDTH x20" n tem : 10" F derlay: Yes loo hazards: 612.3 SC, FEMA map Irireeze Index: 1232 eon annual temp: 47.2° F LOADING SPECIFICATIONS Design Loads, Design Category C: Floor. DL 15# s.f.+LL 40# s.f. - 55# s.f. total Roof.DL15#s1+LL30#s.L=45#s.Ltolai Sierra: 160# s.f. total Docks: 504 s.f. total NOTE: Refer to 2003 I.R.C. table R502.3.1 &2 and R502.5.1&2 for allowable unit stresses & consult local building code agency for allombia local loading conditions. HEADERS 1. All headers supporting mof and caging to be (2) 2x10 minimum for mail. span of 6'1" wish 2 jack studs, unless otherwise noted on plan. 2. Headers supporting roof, telling & center hearing floor to be (3) 2x10 minimum for rax. span of 6'7" with 2 jack studs, unless otherwise noted on plan. 3. All headers supporting roof, ceiling, and two center bearing floors shall be (3) 2210 minimum for max. span of 57 with 2 jack studs, unless otherwise, noted on plan. 4. To reduce sizes for particular openings, refer to plan or to 2003 IRC table R502.5(1). 5. For all Interior header sizes 8 locations, refer to plan. FRAMING 1. Use Y4" longue and groove plywood subfloor nailed or screwed and glued, or as specified on drawings. See Table R503.2A.1(182). 2. All joists or beams fmming Into beams, headers, or glydem shall be supported with 'U" type Simpson (or equal) beam hangers. All post/beam connections to be made with approved connectors wham 11 Is required. 3. Provide solid blocking between joists and rafters at bearing wails. Provide joist blocking at all fnteonadlate supports (2003IRC R502.7) NOTES AND SPECIFICATIONS 4. All plywood to be standard grades with exterior glue. Plywood nailing to be 8d common at 6" O.C. at edges and 12" O.C. at intermediate bearings. Install j4" roof sheathing and Y" floor sheathing with the face grain perpendicular to supports. 5. All exterior doors or doors to unheated spaces to be solid core and weatherstdpped. 6. Doors between the ganga and residence shall be 1thick solid woad, solid or honeycomb core steel, or 20 minute flre-mted (Sed. R309.1). 7. Minimum ceiling height in habitable moms 8 kitchens to he TO". Halls, bathmoms, stairwells, and toilet compartments can be reduced to 6'8". 8. All joists parallel to traditions over and headers are to be doubled. 9. Install Simpson H-2.5 tiedowns (or equal) at each ratter tail. 10. Foundation cripple studs shall not be fess In size than the studding for an additional story. Foundation studs of hearing walls and partitions shall he thoroughly end effectively braced. 11. Fre blocking and drag slopping shall be installed to cut of all concealed draft openings (both vertical and horizontal) and shall form an effective harder between floors, between a lop story and a mof or attic space, and shall subdivide ailic spaces, concealed roof spaces and Boor -calling assemblies. 12. Provide 22"x30" access hatch to building attic areas. A minimum or 30" head clearance I required. 13. Unless otherwise specified, use doughm- it larch no. 2 or better. 14. On decks and porches, ledger board shag be lag bolted to solid wood with min. if' bolts @ 16" o.c., 2 per stud. 16. Asphalt -saturated felt free from holes and breaks, weighing not less than 14 In. per 100 sq.fl. and complying with ASTM D 226 or other approved weather -resistant material shall be applied over studs or sheathing of all exterior wells as required by Table R703.4. Such felt or material shall be applied horizontally, with the upper layer lapped over the lover layer not less than 2". Where joints occur, felt shall be lapped not less than 6". FOUNDATION & CONCRETE_ 20 Minimum concrete compressive strength to he];ks `o. ° S.F. All foundation Ovalis to comply with IRC section 404.1.1-2. 1. All feelings to bear on firm undisturbed soil. All footings to extend below frost line (verify requirement with local building department). Foundations supporting wood to extend at least 6" above adjacent grade. 2. Section R401.2 of the 2003 IRC requires that foundation construction shall be capable of accommodating all loads according to Section R301 and of transmitting the resulting loads to the supporting soil. FlII soils that support foolings and foundations shall be designed, Installed and tested In accordance with accepted engineering practice. Gravel fill used as footings for wood and precast concrete foundations shall comply with Section R403. 3. The grade away from foundation walls shall fall a minimum of 6 inches within the first 10 feel. Exception: Where lot lines, walls, slopes or other physical barriers prohibit 6 Inches of fall within 10 feel dmins or swarm shall be provided to ensure drainage away from the structure. Section R401.3 of the 2003 IRC requires [hat surface drainage shall be diverted to a done sewer conveY PP ance, orothere roved point of collection w as not to create a hazard Loins shell be graded so as to dein surface water away from foundation wails. 4. Section R401.4 of the 2003 IRC requires that in areas likely to have expansive, compressible, shifting or other unknown soil characteristics, the building official shall determine whether to require a sell lest to datermine the salt's characteristics at a particular location. This lest shall be made by an approved agency using an eppmved method. 5, Foundation plates or sills to be bolted to foundation with W x10" anchor bolts embedded 7" into concrete @ 60" o.c. and max. 12" tram ends, with 3"x3V4" steel plate washers of each bolt, typical. Pacifiers for pressure -(mated wood shell be of hot dipped galvanized steel. 6. FII underground supported stab with 4" well compacted sand or gravel. Provide keyed control joints in slabs on greets @ 25' on center and & tooled joints @ Von center in exterior slabs on walks. 7. Provide 6 mil. poly border over cmwi grade. 8. Maintain 18" top of grade to bottom of joists. (12" min. below girders) at crawl grade. 9. Wood in direct contact with concrete or masonry to be .pressure treated. 10. Vent crawl areas with net area of not less than 1 sq, ft. for each 150 sq. ft. of under floor area. Locate openings close to comers to provide crass ventilation and cover Will corrosion resistant who mesh. 11. Beam pockets to have Z' clear air space around beam sides and ends. Girders supported on concrete or masonry to have not less than 3" bearings. 12. Provide crawl access of at least 18"x24" located In easily accessible area. 13. Appy damp -proofing to below ground foundation or masonry walls before backfilling. 14. Columns (including In the crawlspace) shall be anchored at the base to prevent lateral displacement. Posts require positive connection at bottom and (IRC 407.3). 15, Garage floor surfaces shall be sloped to a drain or toward the main vehicle entry (Sect. R309.3). FOUNDATION STEEL 1. Verify with Local Building Department requirements for soil types and soil bearing pressures for determination of steel In foundations and feelings per I.R.C. 404.1.1(1) -404.1.4.1.1(4). 1110 ink : 1. The 2003 IRC section 309.2 states that the garage shag be separated from the residence and Its attic area by not fess than X" O.W.B. applied to the garage side. Garages beneath habitable moms shall be separated from all habitable moms above by not less than 5t" "Type r G.W.B. or equivalent. Where the separation is a floor-wigng assembly, the structure supporting the separation shall also be protected by not less than X' G.W.E. or equivalent. Enclosed accessible specs under stairs shall be protected on the enclosed side with A" O.W.B. (R311.2.2). 2. Single -ply application. All edges and ends of gypsum wallboard shall occur on the framing members, except those edges and ends which are perpendicular to the framing members. All edges and ends of gypsum wallboard shall be In moderate contact except in concealed spaces where fire-resistant construction or diaphregm action Is not required. 3. Fasteners shall be spaced not less than X" from edges and ends of gypsum wallboard. Fasteners at the lop and bottom plates of vertical assemblies, or the edges and ends of horizontal assemblies perpendlcularto supports, and at the wall gra, may be omitted except on shear -resisting elements or fire-rasistanl assemblies. Fasteners shell he applied In such a manner as not to fracture the face paperwith the fastener head. 4. Walls and ceiling of bath areas to have waterproof (green board) G.W.B. of approved type. VINYL FLOORS & CARPET 1. All bath and utility mom floors to be sheet vinyl, the or approved non absorbent material with a coved base of like material extending up the wall an minimum of 3". 2. Kitchen floor may be installed as above. VENTILATION 1. Section 303.1 of the 2003 IRC states that the minimum openable area from a habitable mom to the outdoors shall be 4% of the total floor area of the room. 2. A net ventilation area of not less than 1 sq. fl. for each 150 sq. ft. of undedloor space shall be provided (8408.2). 3. All penelmilons (plate junctions, around windows & doom, any openings through envelope) shall be air seated. 4. Vapor diffusion retarder can be polyethylene, low perm paint, or face stapling with a perm rating of 1 or less, and shall be located between conditioned and unconditioned spaces. 5. Exhaust fans: Bathrooms shall have a minimum 50 CFM fan and kitchens a minimum 100 CFM fan. Both shall be vented to exiedorwith smooth duct and equipped with back -draft damper. Ducts shall be of metal and shag have smooth interior surfaces. Kitchen fan shall have a separate termination point. Whole house exhaust fans ere recommended, at 80 CFM minimum on programmable liner set to ran twice a day for 30 minutes each or equivalent. Such fan shall have a zone rating of 1.5 or Iris and shall be equipped with a beck-dmfl damper. 6. Recommended supply of fresh air Is 10 CFM per bedmom plus 10 CFM for living areas via window vents, or through a 6" connection to the return air plenum of the fumace. GLAZING 11 1. Glazing shell comprise no less than 8% of the floor area In each habitable room (IRC Sect. 303.1). 2. All glazing within 18" of floor orwhhin 12" of door to be tempered glass or protected by means of a solid border railing 36" from floor. 3. Sliding glass doors to be tempered glass. 4. Glazing in locations subject to human Impact such as glass doors; glazing Immediately adjacent to such doors; glazing adjacent to any surface normally used as walking sudew; sliding glass door units, Including fixed glass panels which are part of such units; shower doors; tub enclosures; and storm doors shall be of safely 9WIng materials. Safety glazin materials am those so constructed, treated orcomblim with other materials as to minimize the likelihood of culling and piercing injuries welding ffom human contact with this glazing material and include such materials as laminated glass, tempered glass, wired glass and safely plastic (SectlonrhR 308). STAIRS 1. A minimum headroom clearance for stairways of no) less than 68" shelf be provided (Sect. R311.5.2). 2. Tire maximum diver height shall be 7," and the m l imum tread be 10". The all depth s largest est tread ran and the realest p h riser height within any flight of slabs shell not exceed Iha smallest by more than 318 inch (R311.5.81RC). The profile of treads and divers shall conform to section R311.5.3.3. 3. Stairways shall have a minimum clear width of 36":(hove the permitted handrall height. Stairways shall have a minimum clear width of 31.5" at and below the handrail MnreodN one handrail is provided, or 2r Mere handlers are provide. ml both sides (R311.5.1). 4. All stairways, both Interior and exterior, shall be pmIded with illumination. Including landings and treads (8303.6[ shall5. Them or and balk rin of each stairway( (except floor landing ta the lop o n (nteriorstairway novlded no door swings overthe siaim). A flight of stairs shall ret have a vertical rise greater than 12'0" between floor levels 0; landings. The width of each landing shall not be few tit in the stairway served. (8311.5A) 6. Winders shall comply with section R311.5.8. Windom In residences may be used g the required width of ran is ll{ovoed at a point not more than 12" from the side of the stahwry where the (reads are narrower, but in no case shall anti width of nn be less than 6 inches at any point. 7, Nosing of not law than Y," but not more than 1)+" fall be Provided on stairways with solid risen. Beveling of ni shall not exceed W. Open risers are permitted, provided that the opening between treads does not permit the passage of a 4" deametersphere. GUARDMAND RAILS 1. All unenclosed floor and roof openings, open and gin sides of landings, stairwells, and ramps, balconies or pt which are more than 30 Inches above grade, or the floe and roofs used f mother than service of building shall hr protected by a guardrail. 2. Handmlls shall not be less than 36 Inches in height; on stairways where they may be 34 to 38 inches. Oper handrails and stair railings shall be continuous the full it the stale, have ends which are returned, founded, or b� shall have intermediate mils or an ornamental pattern s that a sphere 4 inches in diameter cannot pass thmugn R311). Stairways shall have at least one handrail, and handralis shell be Installed on open sides of stairways. below, hgth of Int, and Jeff (Sec. 3. Handmils projecling from a wall shall have a space of not less than IX" betvsan the wail and the handrail. Handrail cross-sections shall comply with IRC Sect. R311.5.6.3. Handmlls Mb a circular crow-wellon shall have an outside diameter of at least 1y" and not greater than 2". 4. Guardrails 36" In height shall be provided where porches, balconles, or raised floor surfaces are greater than 30' above the floor or grade below, (Sect. R312). INSULATION 1. Exterior above and below grade wall insulation to be min. R-21, or R-24 If electrical resistance. Provide R-38 Insulation at flat ceilings R-30 where ceilings are vaulted. 2. Slab on grade foundation insulation shall be R-10 to a point 24" vertical or horizontal at extedorwall. 3. Cut batt. insulation X4 to Y4" vdder/ longer then actual dimension to insure snug fit without voids. 4. Kraft -faced or foam plastic Insulation cannot be left exposed EMERGENCY EXITS 1. Basements with habitable space and every sleeping mom shall have at lees( one operable window or exterior door conforming to Section R310.1 for emergency escape or rescue The egress units shalt be operable from the Inside to provide a full clear opening without the use of separate tools. If a basement is to be used as habhebla space, ft must meet the min. requirements for light, ventilation, and egress. Min.8 % or the floor area must be in glazing. 2. Minimum opening area for all emergency escape and rescue openings shall be 5.7 sq. 0. (Exception: grade floor openings shall have a minimum net dear opening of 5.0 The minimum height dimension shall be 24 Inches. The minimum width dimension shall be 20 Inches. Where windows s o rens or rescue the shall have a en provided as a mean f agrees Y P finished sill height not mare than 44 Inches above the floor. (Sec R310.1.1) 3. An exterior exit door that does not pass Ihmugh the garage must be provided. The door must be side -hinged, and not less than 3'0" wide & 68" high (Section R311.4 & R311.1). -- 4. At least one "it door shall be required for each dwelling.'.. There shall be a floor or leading on each side of each exterior door except at the exterior side of doom, other than the primary exit door, served by two or fewer risers (Sed. R311.4.3). 5. Lendings shall be at least as wide as the door or stairway 6erved and shall have a minimum dimension In the direction of travel of 36" (Sed. R311.4.3). FIRE WARNING SYSTEM FLASHING/WALL COVERINGS 1. Exleriorwell shall provide the building Will a weather -resistant exterior wag envelope. The exterior wall envelope shall Include flashing as described In Section R703.8. The exterior well envelope shall be designed and constructed In such a manner as to prevent the accumulation of water within the wall assembly by providing a water -resistive harder behind the exterior veneer, as required by Section R703.2. 2. Flashing shall be used at all of the following locations: 1) At the Intersection of chimneys or other masonry, construction with frame or stucco walls, with projecting lips an both sides under stucco copings. 2) Under and at the ends of masonry, wood or metal copings and sills. 3) Continuously above all pmjeding wood trim. 4) Where exterior porches, decks or stairs attach to a wall ar0oor assembly of wood frame construction. 5) At wall and mof intemadlons 6) At buil)-in gutlem 3. Weather exposed surfaces shall be provided wile a weather -resistive barrier (building felt or approved maledalj In accordance with Sed. R703.7.2.1 and Table R703.4. 4. Exterior stone or masonry veneer shall be supported in w0elydanre with Sections R703.7.2.1 and R703.7.2.2. 5. Roof valley flashing not lass than no. 26 galvanized sheet gauge mrmsion r sislant metal over undedayment of type 15 fell extending /from center line each way. %Q SHALL ruv-nmcan ,. vna:-Fvw " . , _ -- SHEATHING-TO-FRAMING .; NAILING IS REQUIRED. IF 2x4 BLOCKING IS USED, THE 2x4'8 MUST BE NAILED TOGETHER WITH (3) 19,41 Dwelling units shall be provided with approved smoke 1 - defectors. A detector shall be installed In each sleeping mom,, i,:" 2 and at a point centrally located In the corridor or area giving l� access to each separate sleeping area. !p S ROOFINO/* MING " x CONSTRUCTION Qx� V -'O" TO W -C" 10 STRAP OPPOSITE ■ WALL BRACING NOTES IRC Table R6bg,,10.5 e e cadpanels continuously Lenglhr ruff men o1r bra wellle �h="rhnd H. Min. length of Max. openin height braced wail panel Nkext 13>40. panel 8'wali 9waii laviall (WI wallhelght)- 48° 54" 60" O% 32" 36' 40" 85 24" 1 27" 1- 55-7, 65% Exterior braced wall to be located at each end and at least every 25 feet on center but not less [ban 16 % of braced wall line. Braced well lines shelf be continuously sheathed with Yi6" APA RATED SHEATHING 24/16_. exposure 1, as a continuously sheathed well. inslall panels In a vertical direction. Panel edge nailing is 8d @ 6". Panel Interior or field nailing Is 8d @ 12". Edge blocking I not required. Naffing Is based an common nails. Altemate nail I Bd box galvanized. See 2003113C Table 2304.9.1 for other nailing. Stagger lop plate splices by 2'-0" min. and nail splice with 16d @ 3". Anchor bobs should be Installed within 12" of the and of a wall orthe end are plate at a splice. Anchor hog min. embedment is 7". Install floor and mof sheathing with face grain perp, to supports with long edges continuous over 2 or more supports and short edges staggered. For alternate braced wails refer to details provided on plans. Interior braced walls to be gypsum board with minimum Y" thickness pieced on studs spaced a maximum of 24" o.c. and fastened attg r� o.c. with gypsum board nails, 0.086" In diameter, 1%" long, /32" head. Roof sheathing shall be Y16" APA RATED SHEATHING 24116 , exposure 1, with exterior glue. Nag with 8d @ 6" at panel edges and 8d @ 12" at field. Floor sheathing shall be �" T8G APA STURD4-FLOOR 24 Q or emmt. Grua and nail wuh ad ring or screw shank Q W at panel edges and 8d @ 12" at field. FASTEN SHEATHING TO HEADER WITH 8d COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOIIR.I AND 3" O.G. IN ALL FRAMING (STUDS, BLOCKING AND SILLS) TYP'L 1. Asphalt shingles shelf be installed according to x WIDTH BASED ON 6:1 manufacturers specifications over approved A" plywood or OSSHEIGHT-TO-WIDTH sheathed mots. Two layers of undedayment cemented OR 120" HEIGHT, MIN WIDTH x20" ' together or of a self-adhedng polymer modified bitumen sheet FOR 96" HEIGHT, MIN WIDTH=16, shall be used in lieu of normal undedayment. It shall extend ETO. from the eave's edge to a point or lead 24" inside Ilia exterior MIN (2)1x4 wall line of the building. ' ")Ir 2. Shingles shall not be Installed 9, p es it asst��`ran� MIN 2"x2"x3/16" PLATE WASHER 3:12. Shingles can be Installed oh piic(faowr+as 2:12 Atwo layers of type 15 fell are applied shingle fashion. 'tl 3. Wood shingles and shakes for roofs shall bear the label of ANCHOR BOLT PER CODE an approved inspection bureau at agency. 4. Shakes shall be laid with not less than 18 inch wide of type 30 fell shingled between each coupe and not exposed to weather. % / FRONT ELEVATION !\ S. Enclosed sign and enclosed rafter spaces shall be ventilated in accordance with Section R806.1, R806.2 an r { 5If 81 Hl' R806.3. Venting ratios: I to�-16 r bey 9�ss ('' ORT4L FRAME 5R o-M-5-rrgalt{f�' f ventilators, t to 300 for combrr�ndf save Bppd no(flop ,"r ✓�1{ (a ",#1�p(") ';I-) 4`It)! t ".�'., -p 1�I q+ !�! ¢� ' I W I Ili®� I ii �I=®� k�®M ventilators. 6. Crickets and saddles shall be provided on the ridge side of NOT TO $CALX any chimney greater than 30" wide (Sect. 8905.2.8.3) tAP 1 SamGTION 4 CING EVERY EFFORT HAS BEEN MADE TO IN- SURE THE ACCURACY OF THESE DRAWINGS BY GALLERY 12 DESIGNS, HOWEVER: THE CONTRACTOR SHALL CHECK & VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. ALL IDEAS, DESIGNS, ARRANGMENTS, DRAWINGS & PLANS SET FORTH ON THIS SHEET ARE THE ORIGINAL WORK, PRODUCT OF, OWNED BY, AND ARE THE PROPERTY OF GALLERY 12 DESIGNS. 5 PROVInr nIn^.r"MS;"ivi i✓t\..,:Yk :,POUTS FOR HOOF 1 HiU5ES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAM"'r INSPECTIONS CITY COPY THIS BUILDING UBJECT CORRECTIONS TO FIELD INSPECTION REVIEW t7.1 Pis r\v v- �_r l