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Permit D04-384 - NOBLE RESIDENCE - ADDITION
NOBLE RESIDENCE 10349 51 AV S EXPIRED D04 -384 } 1 re W JU U0' U p; J1• =- N LL. W O: g J LL < 7Lio, z w Lu U 0 N. .WW 1-U u. 0; U N. O Z Parcel No.: 5476800180 Address: 10349 51 AV S TUKW Suite No: Tenant: Name: NOBLE RESIDENCE Address: 10349 51 AV S, TUKWILA WA Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: N Street Use: N Profit: N Water Main Extension: Water Meter: doc: IBC - Permit City a. 'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us N N DEVELOPMENT PERMIT Owner: Name: GEORGE NOBLE \GREEN STONE PROPERTIES Phone: 206 722 -6770 Address: 12630 RENTON AV S, SEATTLE, WA Contact Person: Name: DANTE PALMAFFY Phone: 425 345 -2530 Address: 12925 47 DR SE, EVERETT, WA Contractor: Name: e2w/1,h il«D4EUr Phone: Address: , Contractor License No: Expiration Date: Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Private: D04 -384 Public: Non - Profit: N Public: Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -384 Issue Date: 03/31/2005 Permit Expires On: 09/27/2005 DESCRIPTION OF WORK: SMALL KITCHEN AND STAIR ADDITION TO MAIN FLOOR; COMPLETE UPPER FLOOR ADDITION, REBUILDING GARAGE AND ADDING SECOND BAY AND ADDING UPPER FLOOR BONUS ROOM. Value of Construction: $100,054.99 Fees Collected: $2,048.72 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 Printed: 03 -31 -2005 z iF— • z w QQ • � J U O 0 0 wE- U) u_ w 0 H O N O I— wW w z iui O 1— z Permit Center Authorized Signature: doc: IBC - Permit City o Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performa e of work. I am authorized to sign and obtain this development permit. Signature: ' j. �/ Date: / //67.e This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D04 -384 Steven M Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -384 Issue Date: 03/31/2005 Permit Expires On: 09/27/2005 Date: 3 / -ei5 Printed: 03 -31 -2005 z Z W -J U O 0 W W = Q u W 0 g Q = • d I -w I z �.. F- z I- w • w o • - OH W • W w z U O H z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 5476800180 Address: 10349 51 AV S TUKW Suite No: Tenant: NOBLE RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: D04 -384 Status: ISSUED Applied Date: 10/18/2004 Issue Date: 03/31/2005 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of Public Health - Seattle and King County (206/296- 4932). 12: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 13: VALIDITY OF PERMIT: The issuance or granting 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 building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: Conditions D04 -384 Printed: 03 -31 -2005 z Z 6 '~ w U0 CO CO ill J = H CO LL, w 5 u_ ¢ = • d I _ w Z I— 0 Z III • w U O N O I— wW u_ w • = O ~ z t a*1 •.1r+bs�3?'AfoiYJYlll�3��± City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or regulating construction or the performance of work. doc: Conditions Signature: Print Name: C e ©K e e � ie_ D04 -384 as outlined. All provisions cancel the provision of any of law and ordinances other work or local laws Date: .3 — 9/ "" Printed: 03 -31 -2005 z Z W row 6 UO y 0 w= J H W O D . d . I— = W Zo 11.1 uj 0H WW H H O W D- P 0 H Z CITY OF TUKWILA__, Community Developme 'lepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila,.WA 98188 SITE LOCATION Site Address: 10 �j ( 4V S Tenant Name: / e /LE tt Property Owners Name: 73 L.-e Mailing Address: Name: 17>4rt Wa.-14/1 Mailing Address: (?�ZS +/ E -Mail Address: tLtA AA F tQ eit _. GON4 Company Name: \permits plus \ice changes\permit application (7.2004) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** Page I Ell=========asszle=mrYntly irtattyr Building Pen>;. ..t No. Mechanical Permit No. Public Works Permit No. Project No., (For office use only) King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: ❑ .... Yes ❑ ..No City State KVA D5-2511 i' 761a- ' f Zip Day Telephone: (*z) 34- 98 City State Zip Fax Number: 3 GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Mailing Address: city Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** State ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: State City Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD = All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Zip Zip Zip BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 007 t'7c7 Existing Building Valuation: $ I, (.o B Scope of Work (please provide detailed information): M4{.L TGbfd/J 4 S 2 A b GT7bJ Oki (.k AtAD •41)D AAA 4W) . e pp Al 0 OJ Will there be new rack storage? ❑ ..Yes lg.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: /� Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) ( *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Z Compact: Will there be a change in use? ❑ ....Yes g..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm 'J ..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ®1..No If"yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. %pennita plus\icc changes \permit applicat (7.2004) Page 2 Handicap: Existing Interior Remodel Addition to Existing Structure New ' Type of Construction per IBC Type of Occupancy per IBC lm Floor 1 ° 201 (ZZ. V g. iZ` 2n Floor c r 62 R V 3r Floor Floors thru Basement - 2.-3 Accessory . Structure* Attached Garage " Detached Garage SI - ti + g 64 — Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 007 t'7c7 Existing Building Valuation: $ I, (.o B Scope of Work (please provide detailed information): M4{.L TGbfd/J 4 S 2 A b GT7bJ Oki (.k AtAD •41)D AAA 4W) . e pp Al 0 OJ Will there be new rack storage? ❑ ..Yes lg.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: /� Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) ( *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Z Compact: Will there be a change in use? ❑ ....Yes g..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm 'J ..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ®1..No If"yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. %pennita plus\icc changes \permit applicat (7.2004) Page 2 Handicap: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling _System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INFOk..IATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** LU U N0 co Lu W I H Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New ....❑ Replacement Commercial: New .... ❑ Replacement Fuel Type: Electric ❑ Gas —.0 Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES - Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFMAT I HAV AD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJUR BYY�T E LAWS �F THE ST T _ OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER • i • ,'f ORIZED ENT: Date: Qe--ti ` 1- Print Nam / _ rdrL.Ut Day Telephone: (4) — Mailing Address:AZ -A ZC" 4-1 - S -- ther_ w4 Rt7 zoes City State Zip Signature: Date Application Accepted: /o—/�� Y Date Application Expires: Staff Initials: �g %pennits plus \ice changes permit application (7 -2004) Page 4 t .e, CtiY.'N +n r,, �.. a. fn LL W 2 g Q co = 1— W Z = I— O Z I— Z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 5476800180 10349 51 AV S TUKW NOBLE RESIDENCE R05 -00449 SKS 1165 GREEN STONE PROPERTIES, INC. TRANSACTION LIST: Type Method Description Payment Check ACCOUNT ITEM LIST: Description doc: Receipt 3525 BUILDING - RES STATE BUILDING SURCHARGE RECEIPT Account Code 000/322.100 000/386.904 Permit Number: Status: Applied Date: Issue Date: Payment Amount: 1,243.42 Payment Date: 03/31/2005 02:19 PM Balance: $0.00 Amount 1,243.42 Current Pmts 1,238.92 4.50 Total: 1,243.42 D04 -384 APPROVED 10/18/2004 1589 03/31 9716 TOTAL 1243.42 Printed: 03 -31 -2005 n2. t> sr ::..�x,l;...,.;::W::�. �.: �. u�., �s.,,. �a::; i:...,. u: x+.,. � ,�::�.•t.�.u. ;:u:�...:.�;�:.w`. Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doe: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 5476800180 10349 51 AV S TUKW NOBLE RESIDENCE R04 -01420 SKS 1165 DANTE PALMAFFY Payment Check PLAN CHECK - RES Description 2491 RECEIPT Account Code 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: 805.30 Payment Date: 10/18/2004 02:41 PM Balance: $1,243.42 Amount 805.30 Current Pmts 805.30 Total: 805.30 D04 -384 PENDING 10/18/2004 .110/19 9710 TOTAL 80.30 Printed: 10 -18 -2004 Z Z, 2. 6 U O` yo w i w° u. = Z � H- O Z w D o U N O � H W w H — �"O LLI Z ' z • Multi- Loaded Beam( 97 UBC (91 NDS) 1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: existing floor support beam dining room Summary: . ---- -- 3.125 IN x 9.00 IN x 10.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 44.6% Controlling Factor: Section Modulus / Depth Required 7.64 In Deflections: Dead Load: DLD= 0.14 Live Load: LLD= 0.17 Total Load: TLD= 0.31 End Reactions(Left Side): Live Load: RL1= 1265 Dead Load: IFI'LE COPY RD1= 1059 Total Load: RT1= 2324 End Reactions(Right Side): r .. . Live Load: RL2= 1265 Dead Load: RD2= 1059 Total Load: RT2= 2324 Bearing Length Reqd.(Left) : BL1= 1.14 Bearing Length Reqd.(Right): �" BL2= 1.14 Camber Regd.: t C= 0.21 Beam Data: Span: L= 10.0 Maximum Unbraced Span: Lu= 1.33 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 Uniform Load: Live Load: wL= 253 Dead Load: wD= 205 Beam Self Weight: BSW= 7 Total Load: wT= 465 Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Ey= 1600000 Stress Perpendicular to Grain: Fc perp= 650 Adjusted Properties: Fb' (Tension): Fb'= 2390 Adjustment Factors: Cd =1.00 CI =1.00 Fv': Fv'= 190 Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= 5810 5.0 FT From Left Support Shear ((a7 d from beam end): V= 1976 Comparisons With Required Sections: Section Modulus: Sreq= 29.2 S= 42.1 Area: Areq= 15.6 A= 28.1 Moment of Inertia: Ireq= 116.3 I= 189.8 REVIEVWD FOR CODE COMPLIANCE MAR 2 5 7005 City )CTI q OC 48 20 44 PERMIT CENTER IN IN = U720 IN = L/392 LB LB LB LB LB LB IN IN IN FT FT X DLD PLF PLF PLF PLF PS PS PS PS PS PS PS FT -LB LB N3 N3 N2 N2 N4 N4 ..\104�38� Multi- Loaded Beamf 97 UBC (91 NDS) 1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 • Project: Noble - Location: existing floor support beam living room 5.125 IN x 10.50 IN x 14.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 53.0% Controlling Factor: Moment of Inertia / Depth Required 9.11 In A Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.25 IN = U684 Total Load: TLD= 0.46 IN = L/367 End Reactions(Left Side): Live Load: RL1= 1771 LB Dead Load: RD1= 1527 LB Total Load: RT1= 3298 LB End Reactions(Right Side): Live Load: RL2= 1771 LB Dead Load: RD2= 1527 LB Total Load: RT2= 3298 LB Bearing Length Reqd.(Left) : BL1= 0.99 IN Bearing Length Regd.(Right): BL2= 0.99 IN Camber Reqd.: C= 0.32 IN Beam Data: Span: L= 14.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 253 PLF Dead Load: wD= 205 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT= 471 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000' PS Fc perp= 650 PS Fb'= 2396 PS Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 7.0 FT From Left Support Shear (a d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fv'= 190 PS M= 11541 FT -LB V= 2885 LB Sreq= 57.9 N3 S= 94.1 N3 Areq= 22.8 N2 A= 53.8 N2 Ireq= 323.2 N4 I= 494.4 N4 .. i�,;.;.,.. M+ :�r.�:ow�w.',t,i.��,u,tY, �Ss::.::.: �m:: w?,:. s: �':,: �.•: �.�u;:...:;,�i.��,.x >w;�:n;y;., :. t: Multi - Loaded Beamf 97 UBC (91 NDS) StruCalc 4.06 By: Dant(Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: Garage wall support beafn Summary: f,. 5.125 IN x 9.00 IN x 11.0 FT / 24F,44 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 31.8% Cohtrolling Factor: Section Modulus / Depth Required 7.84 In Deflections: Dead Load: ^"� DLD= 0.18 IN Live Load: LLD= 0.17 IN = U776 Z Total Load: i TLD= 0.35 IN = U372 End Reactions(Left Side): 1p- Z W Live Load: RL1= 1009 LB C4 W Dead Load: RD1= 1315 LB Total Load: /' RT1= 2324 LB -J U End Reactions(Righ).5ide): C.) 0 Live Loa • r RL2= 1042 LB N 0 Dead ad: RD2= 1295 LB W W Tota ' oad: RT2= 2336 LB BL1= 0.70 IN W LL BL2= 0.70 IN W O C= 0.28 IN 2 } L= 11.0 FT g J Lu= 2.0 FT u_ Q Cd= 1.00 W d L/ 240 I — W CAF= 1.5 X DLD ' Z H wL= 0 PLF Z 0 wD= 85 PLF W W BSW= 11 PLF 2 D wT= 96 PLF U O tt: PL1= 1488 LB 01- PD1= 959 LB W ul PT1= 2447 LB I C) X1= '6.0 FT W O wL PD= 188 PLF Z wD PD= 198 PLF U co wT_PD= 385 PLF A= 3.0 FT 01 — B= 6.0 FT Z C= 3.0 FT Uniform B - . mg Length Regd.(Left) : aring Length Reqd.(Right): amber Regd.: Beam Data: Span: Maximum Unbraced Span: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Load: Live Load: Dead Load: Beam Self Weight: Total Load: Concentrated Load P1: Live Load: Dead Load: Total Load: Location: Uniform Load (Partially Live Load: Dead Load: Total Load: Load Start: Load End: Load Length: Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc_perp= 650 PS Distributed): Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 6.001 FT From Left Support Shear (a d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fb'= 2395 PS Fv'= 190 PS M= 10478 FT -LB V= 2264 LB Sreq= 52.6 N3 S= 69.1 N3 Areq= 17.9 N2 A= 46.1 N2 Ireq= 200.7 N4 1= 311.3 N4 ...,.v,. .241�•n�.w.u.4v. h+.nvuriuLi...w. <�SLa.Y.6L: .J + S in.iA � ' 'uli': xGr. . +aO 1.4W. Multi- Loaded Beam[ 97 UBC (91 NDS) StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Protect: Noble - Location: Garage girder truss Summary: 3.50 IN x 11.25 IN x 14.0 FT / Select Structural - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 14.0% t Controlling Factor: Section Modulus / Depth Required 10.53 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= End Reactions(Left Side): Live Load: \ 1�\ 1= Dead Load: \ x RD1= Total Load: RT1= End Reactions(Right Side): Live Load: ` RL2= Dead Load: RD2= Total Load: RT2= Bearing Length Regd.(Left) BL1= Bearing Length Regd.(Right . BL2= Beam Data: t Span: L= Maximum Unbraced Span: Lu= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Uniform Load: Live Load: wL= Dead Load: WD= Beam Self Weight: BSW= Total Load: WT= Properties For: Select Structural- DOUGLAS FIR -LARCH Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties: Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= 7.0 FT From Left Support Shear ((a7 d from beam end): V= Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= A= Moment of Inertia: Ireq= I= 0.15 IN 0.23 IN = Li722 0.38 IN =L1439 1488 LB 959 LB 2447 LB 1488 LB 959 LB 2447 LB 1.12 IN 1.12 IN 14.0 FT 2.0 FT 1.00 360 240 213 PLF 128 PLF 10 PLF 350 PLF 1450 PSI 95 PSI 1900000 PSI 625 PSI ' 1587 PSI 95 PSI 8564 FT -LB 2119 LB 64.8 N3 73.8 N3 33.5 N2 39.3 N2 227.2 N4 415.2 N4 i • I Multi- Loaded Beam( 97 UBC (91 NDS) 1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: Center garage beam Summary: 5.125 IN x 13.50 IN x 18.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 9.2% Controlling Factor: Moment of Inertia / Depth Required 13.11 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: l TLD= End Reactions(Left Side): Live Load: RL1= Dead Load: RD1= Total Load: r RT1= End Reactions(Right Side): Live Load: N RL2= Dead Load: RD2= Total Load: RT2= Bearing Length Reqd.(Left) : BL1= Bearing Length Reqd.(Right): BL2= Camber Regd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Camber Adjustment Factor: CAF= Uniform Load: Live Load: wL= Dead Load: WD= Beam Self Weight: BSW= Total Load: wT= Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Ey= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties: Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 9.0 FT From Left Support Shear (a d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.16 IN 0.55 IN = L/393 0.71 IN = U305 3960 LB 1141 LB 5101 LB 3960 LB 1141 LB 5101 LB 1.53 IN 1.53 IN 0.24 IN 18.0 FT 1.33 FT 1.00 360 240 1.5 X DLD 440 PLF 110 PLF 17 PLF 567 PLF 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 2395 PS 190 PS M= 22956 FT -LB V= 4464 LB Sreq= 115.1 N3 S= 155.6 N3 Areq= 35.3 N2 A= 69.1 N2 Ireq= 962.3 N4 I= 1050.7 N4 C. Multi- Loaded Beam( 97 UBC (91 NDS) StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: Center garage beam Summary: 3.125 IN x 10.50 IN x 11.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 35.4% Controlling Factor: Section Modulus / Depth Required 9.45 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.27 IN = U494 Total Load: TLD= 0.34 IN = L/390 End Reactions(Left Side): Live Load: RL1= 2420 LB Dead Load: RD1= 649 LB Total Load: RT1= 3069 LB End Reactions(Right Side): Live Load: RL2= 2420 LB Dead Load: RD2= 649 LB Total Load: RT2= 3069 LB Bearing Length Regd.(Left) : BL1= 1.51 IN Bearing Length Reqd.(Right): BL2= 1.51 IN Camber Regd.: C= 0.11 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 440 PLF Dead Load: wD= 110 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT= 558 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb'= 2389 PS Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 5.5 FT From Left Support Shear (a d from beam end): Comparisons With Required Sections: Section Modulus: Fv'= 190 PS M= 8439 FT -LB V= 2581 LB Sreq= 42.4 N3 S= 57.4 N3 Area: Areq= 20.4 N2 A= 32.8 N2 Moment of Inertia: Ireq= 219.7 N4 1= 301.4 N4 • Z re w 6 0 CO O W = CO W O 2Q �. LL Q. co 3 = W Z �.-. ' t—O W ~ W U0 w O w V . W U =; O ~` Z Multi- Loaded Beam( 97 UBC (91 NDS) StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: 10' -0" garage door header Summary: 3.50 IN x 9.25 IN x 10.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 8.3% Controlling Factor: Section Modulus / Depth Required 8.89 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: / TLD= End Reactions(Left Side): Live Load: RL1= Dead Load: RD1= Total Load: RT1= End Reactions(Right Side): Live Load: V RL2= Dead Load: RD2= Total Load: RT2= Bearing Length Regd.(Left) : BL1= Bearing Length Reqd.(Right): BL2= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Li Uniform Load: Live Load: wL= Dead Load: wD= Beam Self Weight: BSW= Total Load: wT= Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties: Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= 5.0 FT From Left Support Shear (a d from beam end): V= Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= A= Moment of Inertia: Ireq= 1= 0.08 IN 0.13 IN =U951 0.21 IN = U569 1100 LB 739 LB 1839 LB 1100 LB 739 LB . 1839 LB 0.84 IN 0.84 IN 10.0 FT 1.33 FT 1.00 360 240 220 PLF 140 PLF 8 PLF 368 PLF 1000 PSI 95 PSI 1700000 PSI 625 PSI 1198 PSI 95 PSI 4598 FT -LB 1556 LB 46.1 N3 49.9 N3 24.6 N2 32.3 N2 97.4 N4 230.8 N4 Multi- Loaded Beamf 97 UBC (91 NDS) 1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: living / dining header S ummary: .�..- ---- -- 3.125 IN x 12.00 IN x 7.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 5.0% Controlling Factor: Area / Depth Required 11.43 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= End Reactions(Left Side): Live Load: RL1= 2429 LB Dead Load: RD1= 2103 LB Total Load: RT1= 4532 LB End Reactions(Right Side): Live Load: RL2= 3643 LB Dead Load: RD2= 3137 LB Total Load: RT2= 6781 LB Bearing Length Regd.(Left) : BL1= 2.23 IN Bearing Length Reqd.(Right): BL2= 3.34 IN Camber Regd.: C= 0.08 IN Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Camber Adjustment Factor: CAF= Uniform Load: Live Load: wL= Dead Load: wD= Beam Self Weight: BSW= Total Load: WT= Concentrated Load P1: Live Load: PL1= 3036 LB Dead Load: PD1= 2586 LB Total Load: PT1= 5622 LB Location: • X1= 2.25 FT Concentrated Load P2: Live Load: PL2= 3036 LB Dead Load: PD2= 2586 LB Total Load: PT2= 5622 LB Location: X2= 6.75 FT Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =0.99 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 2.25 FT From Left Support Shear (a(7, d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: 0.05 IN 0.06 IN = U1451 0.12 IN = U778 7.5 FT 1.33 FT 1.00 360 240 1.5 X DLD 0 PLF 0 PLF 9 PLF 9 PLF Ey= 1600000 PS Fc perp= 650 PS Fb'= 2387 PS Fv'= 190 PS M= 10173 FT -LB V= 4523 LB Sreq= 51.2 N3 S= 75.0 N3 Areq= 35.8 N2 A= 37.5 N2 Ireq= 138.9 N4 1= 450.0 N4 Multi- Loaded Beam( 97 UBC (91 NDS) 1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: kitchen ceiling beams Summary: 3.50 IN x 7.25 IN x 8.0 FT /#2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 29.0% Controlling Factor: Section Modulus / Depth Required 6.38 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= End Reactions(Left Side): Live Load: RL1= Dead Load: RD1= Total Load: RT1= End Reactions(Right Side): Live Load: RL2= Dead Load: RD2= Total Load: RT2= Bearing Length Reqd.(Left) : BL1= Bearing Length Reqd.(Right): BL2= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Uniform Load: Live Load: wL= Dead Load: wD= Beam Self Weight: BSW= Total Load: wT= Properties For: #2- DOUGLAS FIR -LARCH Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties: Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= 4.0 FT From Left Support Shear (A d from beam end): V= Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= A= Moment of Inertia: Ireq= I= 0.03 IN 0.11 IN = U842 0.15 IN = U659 880 LB 245 LB 1125 LB 880 LB 245 LB 1125 LB 0.51 IN 0.51 IN 8.0 FT 1.33 FT 1.00 360 240 220 PLF 55 PLF 6 PLF 281 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1136 PSI 95 PSI 2249 FT -LB 955 LB 23.8 N3 30.6 N3 15.1 N2 25.3 N2 47.6 N4 111.1 N4 W c.)0. N 0 J = H w u_? • d = W H I. Z F- • 1- 0 Z H 0 : 0 D' . W UJ H 0 . • i11 Z CO • 0 Z Multi- Loaded Beam( 97 UBC (91 NDS) 1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: roof ridge beam Summary: 5.125 IN x 21.00 IN x 28.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 20.5% Controlling Factor: Section Modulus / Depth Required 19.60 In Deflections: Dead Load: DLD= 0.46 Live Load: LLD= 0.68 Total Load: TLD= 1.14 End Reactions(Left Side): Live Load: RL1= 4900 Dead Load: RD1= 3306 Total Load: RT1= 8206 End Reactions(Right Side): Live Load: RL2= 4900 Dead Load: RD2= 3306 Total Load: RT2= 8206 Bearing Length Reqd.(Left) : BL1= 2.46 Bearing Length Reqd.(Right): BL2= 2.46 Camber Reqd.: C= 0.69 Beam Data: Span: L= 28.0 Maximum Unbraced Span: Lu= 2.0 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 Uniform Load: Live Load: wL= 350 Dead Load: wD= 210 Beam Self Weight: BSW= 26 Total Load: wT= 586 Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 ' Ey= 1600000 Stress Perpendicular to Grain: Fc_perp= 650 Adjusted Properties: Fb' (Tension): Fb'= 2205 Adjustment Factors: Cd =1.00 CI =0.99 Cv =0.92 Fv': Fv'= 190 Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= 57444 14.0 FT From Left Support Shear (A d from beam end): V= 7180 Comparisons With Required Sections: Section Modulus: Sreq= 312.7 S= 376.6 Area: Areq= 56.7 A= 107.6 Moment of Inertia: Ireq= 3216.9 I= 3955.2 IN IN = U494 IN = U295 LB LB LB LB LB LB IN IN IN FT FT X DLD PLF PLF PLF PLF PS PS PS PS PS PS PS FT -LB LB N3 N3 N2 N2 N4 N4 • Multi- Loaded Beamf 97 UBC (91 NDS) StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: kitchen ceiling support beam Summary: 5.125 IN x 15.00 IN x 16.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 8.6% Controlling Factor: Area / Depth Required 13.83 In Deflections: Dead Load: DLD= 0.15 Live Load: LLD= 0.19 Total Load: TLD= 0.34 End Reactions(Left Side): Live Load: RL1= 1520 Dead Load: RD1= 1495 Total Load: RT1= 3015 End Reactions(Right Side): Live Load: RL2= 5140 Dead Load: RD2= 3960 Total Load: RT2= 9100 Bearing Length Reqd.(Left) : BL1= 0.91 Bearing Length Reqd.(Right): BL2= 2.73 Camber Regd.: C= 0.23 Beam Data: Span: L= 16.0 Maximum Unbraced Span: Lu= 1.33 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 Uniform Load: Live Load: wL= 0 Dead Load: wD= 85 Beam Self Weight: BSW= 19 Total Load: wT= 104 Concentrated Load P1: Live Load: PL1= 880 LB Dead Load: PD1= 245 LB Total Load: PT1= 1125 LB • Location: X1= 5.0 FT Concentrated Load P2: Live Load: PL2= 880 LB Dead Load: PD2= 245 LB Total Load: PT2= 1125 LB Location: X2= 10.5 FT Concentrated Load P3: Live Load: PL3= 4900 LB Dead Load: PD3= 3306 LB Total Load: PT3= 8206 LB Location: X3= 14.0 FT Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc_perp= 650 PS Fb'= 2394 PS Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 10.501 FT From Left Support Shear (A d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fv'= 190 PS Sreq= 99.1 N3 S= 192.1 N3 Areq= 70.9 N2 A= 76.8 N2 Ireq= 612.3 N4 1= 1441.4 N4 IN IN = U1023 IN = U565 LB LB LB LB LB LB IN IN IN FT FT X DLD PLF PLF PLF PLF M= 19758 FT -LB V= 8970 LB Z • 4-W re 2 0 O 0 (0 0 J h- W O g Q co Z d . W Z � I— 0 W ~ • W U� O — O I— W LIJ t- 0 111 Z U= O ~ Z t 4. D . Painiaffy Design 12925 47th Dr SE Everett, WA (425) 338 -7880 Allen Johannessen Plans Examiner Tukwila Building Division Re: Proj. # D04 -384 Dear Allen, This letter is in response to the correction letter for Dec. 10, 2004: REVIEWED FOR CODE COMPLIANCE MAR 2 5 2005 City Jf Tukvviia BUILDING DIVISION Mar.12, 2005 FILE COPY N Permit No. Sincerely, Dante Palmaffy 1) An engineered lateral has been calculated and installed on the plans. 2) New calculations are provided for support beams and posts 3) The building section has been corrected for the existing joist call -out and for the demonstration of the beam locations. 4) The building section has been corrected to better describe the flat roof to sloped roof connection and storm water runoff. 5) The site plan has been corrected. If you have any further questions please feel free to call me at the above number or my cell number @ 425 - 345 -2530. CORRE�ON LTR# CITY OF TIUKWIL,q MAR 1 ? 2ut5 PERMIT CENTER Doi( -30l • Noble Residence Addition/Remodel Architect: D.Palmaffy Design Design Criteria: Code: IBC -2003 Seismic: Seismic Design Category D Seismic Use Group I Wind: 85 mph; Exposure B LATERAL LOAD ANALYSIS Seismic 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 _ WIRES 11/30 S : =1.50 Figure 1615(1) F a : =1.0 Table 1615.1.2(1) (Site CD w/ S > 1.25) S 1 :_ .50 Figure 1615(2) F v := 1.5 Table 1615.1.2(2) (Site Class D w/ S >= .5) Section 1615.1.2: SMS : =Fa.Ss SMS =1.5 SM1: =F SM1 =0.75 Section 1615.1.3: SDS : = 3 * S DS =1 2 S D1 :7 " 3 ' MI SD1 =0.5 Period Calculate T per ASCE 7 (alternate method): Number of Stories: N := 2 T a : - .1 . N T a = 0.2 approx period ForCv >.4: C =1.2 Section 1615.1.4: T : =.2 ( D1 Calculate Sa S Use Simplified Design Procedure of Section 1617.5: From Table 1617.6.2 for light frame walls w/ shear panels: R := 6.5 S =if Seismic Base Shear: V = S a 1 : =if Tmax <To,.6. DS T max +.4•S Ds, 0 0 Sat := if(To <Tmax <TS,SDS,Sa1) S D1 S a2 0 , (T )' S a2 max 1.2x SDg x W R 1.2.S DS - 0.185 R T max : =Cu.Ta T =0.1 For allowable Stress Procedure, V = V / 1.4 Seismic Base Shear = F x W D. PALMAFFY DESIGN N0BLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS 1 FILE 050115 8Y T.W. DATE 1/17/05 SHT • i T max = 0.24 maximum period S D1 S DS 1.2.S DS R 1.4 S =0 S =1 S =1 TS =0.5 F = 0.132 c r) SECOND FLOOR SEISMIC Weights y axis (Longitudinal): Shear Line a Roof Area grid a = Wall Area grid a = Floor Area grid a = Shear Line b Roof Area grid b = Wall Area grid b = Floor Area grid b = Shear Line c Roof Area grid c = Wall Area grid c = Floor Area grid c = Shear Line d Roof Area grid d = Wall Area grid d = Floor Area grid d = Weights x axis (Transverse) Shear Line 1 Roof Area grid 1 = Wall Area grid 1 = Floor Area grid 1 = Shear Line 2 Roof Area grid 2 = Wall Area grid 2 = Floor Area grid 2 = A Ra : = 0 Ft AW : =O Ft A : =O Ft ARb -300 AWb: =488 AFb : =0 A : = 300 A We := 600 A = ARd : =48 A =160 A : = A : = 176 AWi : =448 AF : = AR =307 AW := 392 AF : = Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Horizontal Seismic Loads F Tas := ( AWa+ AFa).10EF s I F Tas =O F Tbs := [ + + F Tbs = 1039.121 F Tcs := [( + + F Tcs =1186.813 F Tds : = [( A Rd +A Wd +A Fd)' 10 ' F s] F Tds = 274.286 F T1s' = ( + + FT1s = 822.857 F T2s := ( R21" AW2 +AF2).10•Fs F T2s = 921.758 2 D. PALMAFFY DESIGN FILE 050115 c alw�, T 17017 - 102nd Ave. S.E. S nohomish, WA 98296 NOBLE RESIDENCE ADDITION /REMODEL BY TM. Phone: (360) 668 -3882 DATE 1/1 7/0 5 LATERAL LOAD ANALYSIS SHT Z' SECOND FLOOR SEISMIC Weights y axis (Longitudinal): Shear Line a Roof Area grid a = Wall Area grid a = Floor Area grid a = Shear Line b Roof Area grid b = Wall Area grid b = Floor Area grid b = Shear Line c Roof Area grid c = Wall Area grid c = Floor Area grid c = Shear Line d Roof Area grid d = Wall Area grid d = Floor Area grid d = Weights x axis (Transverse) Shear Line 1 Roof Area grid 1 = Wall Area grid 1 = Floor Area grid 1 = Shear Line 2 Roof Area grid 2 = Wall Area grid 2 = Floor Area grid 2 = A Ra : = 0 Ft AW : =O Ft A : =O Ft ARb -300 AWb: =488 AFb : =0 A : = 300 A We := 600 A = ARd : =48 A =160 A : = A : = 176 AWi : =448 AF : = AR =307 AW := 392 AF : = Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Ft Horizontal Seismic Loads F Tas := ( AWa+ AFa).10EF s I F Tas =O F Tbs := [ + + F Tbs = 1039.121 F Tcs := [( + + F Tcs =1186.813 F Tds : = [( A Rd +A Wd +A Fd)' 10 ' F s] F Tds = 274.286 F T1s' = ( + + FT1s = 822.857 F T2s := ( R21" AW2 +AF2).10•Fs F T2s = 921.758 2 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT 3 Shear Line 3 Roof Area grid 3 = A R3 := 108 Ft Wall Area grid 3 = A W3 := 264 Ft Floor Area grid 3 = AF3: =0 Ft2 FT3s := (AR3+AW3 +AF3)•10•Fs F T3s = 490.549 Wind Use Simplified Method of Section 1609.6: For Wind Exposure = B I w : =1.0 Table 1604.5 for Category II 30B : =1.0 Exposure B up to 30' X, 35B := 1.05 Exposure B at 35' a 40B := 1.09 Exposure B at 40' Mean Roof Height = h := 21 For Longitudinal Direction; Least horizontal dimension = L L := 29 a Ll :=.1.L L a Ll = 2.9 aL2: =.4'h aL2 =8.4 For Transverse Direction; Least horizontal dimension = L T := 25 Mean Roof Height = 21 (< 30')', Therefore, use ?t, for Exposure B Height of Roof above top plate = Height of walls = For e = 20: Ps30A 15.9 P s3OB =' 4.2 Ps30C ps3OD:_ Zone A Zone B Zone C Zone D h roof := 3 (height above second floor walls) h wall := 8 (upper floor) Basic Wind Pressures for various wind zones (refer to Figure 1609.6.2.1) Ps30E =-13.8 P s3OF := 9.6 P s3OG - 9.6 ps3OH : From Section 1609.6.2.1: p = x I x ps30 use X as required for each zone 3 aL:if(aLl <aL2,aL1,aL2) aL =2.9 at, must be greater than 3' or .04•L L =1.16 a L := 3 minimum value a := if(aTl <aT2,aTl,aT2) a =2.5 aT must be greater than 3' or .04•L T =1 a T := 3 minimum value Zone E Zone F Zone G Zone H a T1 := a T2 : =.4•h aTl =2.5 a T2 = 8.4 rr D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 17017 - 102nd Ave. S.E. ZI Snohomish, WA 98296 Phone: (360) 668 - 3882 BY T.W. itiK DATE 1/17/05 SHT H v Axis (Lonaitudinail Referring to Figure 1609.6.2.1 A T:= 2.a L A T = 6 B : =A CT : =LL -AT CT =23 Wind Load Case 1 Locate Reference Corner at Shear Line b Wind Loads in Various Zones: S/L b S/L c S/L d S/L a S/L b S/L c S/L c DT: = C T 12 F Tcwl := ( wTC i" F wTD C T N/A this Level 12 F Tbw2 : = ( F wTC + T F WTA := ( 30B w .13 s30A) T' wall F wTB : (� '30B' I wps30B)' B T' h roof F wTC ' - ( 7 '30)3 4 0 ) s30C)' C T h wall F wTD := (� 3013' I w P s30D)' D T h roof Total Wind Load on Second Floor = F wTL :=F wTA + F wTB + F wTC + F wTD F wTL =2479.3 Distribute Load to Various Shear Lines: Horizontal Wind Force S/L a N/A this Level F Tbw1 := ( wTA + F wTB) + ( wTC + F wTD) 12 -A C 11 1 F Tcw2 := ( wTC + F wTD ()] (F wTA + F wTB) CT (. ; 5 F Tdw2 '= ( wTA+ F wTB). A T Check that the sum of the distributed loads is in close enough agreement w/ total wind load F5 above: F Tbw2 + F Tcw2 + F Tdw2 = 2479.3 4 F wTA = 763.2 lb. F wpm = -75.6 lb. F w = 1950.4 lb. F wTD = -158.7 lb. F Tbwl =1155 F Tcwl = 934.8 F Tdwl =389 F Tdwl := ( wTC+ F wTD)' C 5 T Check that the sum of the distributed loads is in close enough agreement w/ total wind load F above: F Tbwl + F Tcwl + F Tdwl = 2479.3 F wTL =2479 Wind Load Case 2 Locate Reference Corner at Shear Line d Distribute Load to Various Shear Lines: Horizontal Wind Force F Tbw2 ` 934.8 F Tcw2 = 971.5 F Tdw2 =573 F wTL = 2479.3 [ �P/mi7�fi1:T[�7 �T?: 1 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 By T.W. C 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 - 3882 DATE 1 /17105 SHT x Axis (Transverse) Basic Wind Pressures for various wind zones (refer to Figure 1609.6.2.1) Wind Loads in Various Zones: Total Wind Load = F WTT := F wTA + F wTB + F wTC + F wTD F wTT = 2167.7 Wind Load Case 3 Locate Reference Corner at Shear Line 1 Distribute Load to Various Shear Lines: S/L I S/L 2 For 6 = 20: P s30A 15.9 P s30B ' = " Ps30C =10.6 P s30D : - 2.3 Zone A Zone B Zone C Zone D From Section 1609.6.2.1: P = X xlw x Ps30 use X as required for each zone Referring to Figure 1609.6.2.1 A T := 2.a T A T = 6 BT: =AT C =LT— A C, =19 F T1 w3 ' = l wTA + F wTB) + l wTC + F wTD) r 8 + 4.5 F T2w3 '= l wTC+ F wTD) C T 4.5 S/L 3 F T3w3' = ( F wTC -FwTD) CT D T: = F wTA := (� 30B I w P s30A). A T h wall F wTB '_ ( 30B wP s30B) T'h roof F wTC := (X30B' F wTD ' ( 30B w P s30D)' T roof 8 —AT CT Ps30E = P s30F : P s30G ' —' 9.6 Ps30H = " 7.3 Zone E Zone F Zone G Zone H F wTA =763.2 lb. F wTB = 75.6 lb. F WTC = 1611.2 lb. F wTD = -131.1 lb. Horizontal Wind Force FT1w3 =843.4 F T2w3 = 973.75 FT3w3 = 350.55 Check that the sum of the distributed loads is in close enough agreement w/ total wind load FST above: FT1w3 +FT2w3 +FT3w3 = 2167.7 FwTT 2167,7 5 ' r��rmifay D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 17017 — 102nd Ave. S.E. 1 : *TI;I Snohom WA 98296 Phone: (360) 668 -3882 gY T.W. DATE 1/17/05 SHT 6e) Wind Load Case 4 Locate Reference Corner at Shear Line 3 Distribute Load to Various Shear Lines: S/L 1 S/L 2 F T2w4 : _ � WTC + F WTD) . 8 + 3 + (F w TA + F wTB 1_5 CT AT S/L FT3w4 : (F wTA +F ) Determine Governing load at Shear Lines: Shear Line a: F T1w4 := ( wTC + F wT ) C 8 T F Tas FTawl = 0 F Taw2 := Shear Line b: F Tbs = 1039.121 F Tbwl =1155 F Tbw2 = 934.8 Shear Line c: F Tcs = 1186.813 F Towl = 934.8 F Tcw2 = 971.5 Shear Line d: F Tds = 274.286 FTdw1 =389.5 F Tdw2 = 573 Shear Line 1: F T1 s = 822.857 F Tlw3 = 843.4 FT1w4 =623.2 Shear Line 2: F T2s = 921.758 F T2w3 =973.75 =1028.8 F T2w4 4.5 A Check that the sum of the distributed loads is in close enough agreement w/ total wind load FST above: F T1w4 +FT2w4 +FT3w4 = 2167.7 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 Due to Seismic Due to wind Load Case 3 Due to wind Load Case 4 Due to Seismic Due to wind Load Case 3 Due to wind Load Case 4 6 N/A this Level F =0 F = 1155 FT =1187 Horizontal Wind Force F T1w4 `623.2 = 1028.8 F T2w4 F T3w4 515 . 7 F wTT = 2167.7 Wind Load Governs on Shear Line b Seismic Load Governs on Shear Line c Wind Load Governs on Shear Line d F =390 Wind Load Governs on Shear Line 1 F =843 Wind Load Governs on Shear Line 2 F T2 : 1029 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1 /17/05 SHT Shear Line 3: F T3s = 490.549 FT3w3 = 350.55 FT3w4 =515 Calculate Strength Requirements for Shear Walls: Force from "y" direction Shear Line Length of Shear Wall (Ft.) S/L a: N/A this Level S/L b: LTb =15 L Tb =15 S/L c: LTc' 5 + 10 L =15 S/L d: LTd; =11.75 Force from "x" direction S/L 1: S/L 2: S/L 3: S/L b L =11.75 L =4 +4.5 LT =8.5 L =15 LT =15 L : =8 +5 +4 L =17 Wall Uplift = f upbl '_ L 2 Due to Seismic Due to wind Load Case 3 Due to wind Load Case 4 Unit Load (Lb. per Ft.) :_ F Tb fTb L Tb F Tc f Tc := L Tc f ;- F Td L Td F T1 f T1 L Tl f T2 F T2 L T2 fT :_ F T3 L T3 Wall bl: L : =15 wall length, ft. W Tbi := 720 wall weight + load supported, lb. ( Tb H W Tbl 7 Seismic Load Governs on Shear Line 3 F := 491 f =77 f Tc = 79.133 fTd = 33.191 f = 99.176 f T2 = 68.6 f T3 =28.882 Hold Down Requirements for shear walls: When calculating weight contributing to resistive moment, use tributary areas x 10 psf x 2/3 reduction = 6 psf S/L a N/A this Level fTb =77 H =8 Shear Wall Type Required See Schedule P1 -6 P1 -6 P1 -6 P1 -6 P1 -6 P1 -6 unit lateral load on wall, lb. /ft. wall height, ft. f upbl = 256 Use MSTA36 17017 - 102nd Ave, S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1 17 05 SHT S/L c S/L d S/L 1 S/L 2 Wall cl: L := 5 wall length, ft. W Tcl := 240 ' wall weight + load supported, lb. _ �f Tc'L)'H WTcI f u L 2 Wall c2: L := 10 wall length, ft. W Tc2 := 480 wall weight + load supported, lb. Wall Uplift = f upc2 i Tc'L)'H W Tc2 L 2 Wall dl: L : =11.75 wall length, ft. W Tdl 564 wall weight + load supported, lb. Wall Uplift = f (f Td.L)'H W Tdl upol L 2 Wall 1 A: L := 4 wall length, ft. Wall Uplift = Wall 1B: Wall Uplift = Wall Uplift = W T1A := 336 wall weight+ load supported, lb. ,_ ( Tl' W T1A fup1A L 2 L := 4.5 wall length, ft. W T1B : =336 wall weight + load supported, lb. Tl'L)'H W T1B fup1B L 2 Wall 2A: L : =15 wall length, ft. W T2A := 1755 wall weight + load supported, lb. Wall Uplift = f up2A : _ `f T2' L)' H W T2A L 2 8 f Tc = 79.133 unit lateral load on wall, lb. /ft. H := 8 wall height, ft. f upcl = 513 Use MSTA36 f Tc = 79.133 unit lateral load on wall, lb. /ft. H:= 8 wall height, ft. = 393.067 Use MSTA36 f upc2 Tc = 79,133 unit lateral load on wall, lb. /ft. H:= 8 wall height, ft. = - 16.468 No Holddown Required f upol f T1 = 99.176 unit lateral load on wall, lb. /ft. H:=8 wall height, ft. f up1A = 625,412 Use MSTA36 f Ti = 99,176 unit lateral load on wall, lb. /ft. H:= 8 wall height, ft. f up1B = 625.412 Use MSTA36 f T = 68.6 unit lateral load on wall, lb. /ft. H:= 8 wall height, ft. f up2A = -328.7 No Holddown Required 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W, DATE 1/17405 SHT S/L 3 Wall 3A: L := 8 wall length, ft. W T3A '= 725 wall weight + load supported, lb. H:=8 wall height, ft. Wall Uplift = f up3A `f T3•L)•H W T3A f up3A = - 131.441 No Holddown Required L 2 Wall 3B: L := 5 wall length, ft. f T3 = 28.882 unit lateral load on wall, lb. /ft. W T3B 390 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift = f up3B ' _ L (f T3'L)'H W T3B 2 Wall 3C: L := 4 wall length, ft. f T3 = 28.882 unit lateral load on wall, lb. /ft. f up3B = 36.059 No Holddown Required f T3 = 28.882 unit lateral load on wall, lb./ft. W T3C := 225 wall weight + load supported, lb. H:=8 wall height, ft. � T3'L' .H W T3C Wall Uplift = £ up3C L 2 9 f up3C = 118.559 Use MSTA36 ..1 w.w� .w 4i`.•. +.....i 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT 10 Main Floor Weights y axis (Longitudinal): Shear Line a Roof Area grid a = A Ra := 64 Ft Wall Area grid a = A W : =192 Ft Horizontal Seismic Loads Floor Area grid a= AF : =O Ft FS := [(AR +AW +AF Shear Line b Roof Area grid b = Wall Area grid b = Floor Area grid b = Shear Line c Roof Area grid c = Wall Area grid c = Floor Area grid c = ARb : =O A =472 A Fb =0 A We := 456 A : = 384 F Sas = 337.582 F SasTot :=F Sas + F Tas Ft Ft Ft2 F Sbs := [( +A Wb +A = 1128.791 Second floor Horiz Seismic Load S/L b F Sbs F SbsTot :=F Sbs + F Tbs F SbsTot = 2167.912 Total Shear on S/L b Ft Ft Ft2 F S c s := [ ( A WC+ A s] F Scs = 1107.692 F ScsTot :=F Scs + F Tcs Shear Line d Roof Area grid d = A Rd := 0 Ft Wall Area grid d = A Wd := 160 Ft Floor Area grid d = A Fd := 48 Ft F Sds : = [ ( Rd+ A Wd + A Fd) • 10.F s l F Sds = 274.286 Second floor Horiz Seismic Load S2 c F SasTot :7 " F Sds + F Tds F SdsTot =548.571 Total Shear on S/L d 10 Second floor Horiz Seismic Load S/L a F SasTot = 337.582 Second floor Horiz Seismic Load S/L c = 2294.505 F ScsTot Total Shear on S/L c 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT [ Weights x axis (Transverse) Shear Line 1 Roof Area grid 1 = Wall Area grid 1 = Floor Area grid 1 = Shear Line 2 Roof Area grid 2 = Wall Area grid 2 = Floor Area grid 2 = Shear Line 3 Roof Area grid 3 = Wall Area grid 3 = Floor Area grid 3 = WIND MAIN FLOOR AR1 : =32 A Wi := 480 AF AR2: = 32 A = 12 A F2 := 376 AR =0 A W3 : =368 A F3 := 268 Ft Ft Ft Ft Ft Ft Ft Ft Ft Mean Roof Height = For Longitudinal Direction; Least horizontal dimension = For Transverse Direction; Least horizontal dimension = FS [(ARI +AWi + F Sls = 928.352 F S1sTot := F 515 + F {( +A +A = 1213.187 F Sts • F S2sTot ' =F S2s + F T2s F 535 := L ( R3 + A W3 + A s] F 535 =838 F S3sTot' = F S3s + h =21 L =33 aLl :=.l.LL aL =.4.h aL if(aLi < aL2 , aL1 , aL2) aL must be greater than 3' or .04.L L =1.32 L =32 a : =.1'LT a T2: =.4.h a T := if (a T1 < a T2 T1 T2) aT must be greater than 3' or .04•L T =1.28 11 Second Floor Horiz Seismic Load S/L 1 = 1751.209 F S1sTot Total Shear on S/L 1 Horiz Seismic Load S/L 2 =2134.945 F S2sTot Total Shear on S/L 2 Horiz Seismic Load S/L 3 = 1329.231 F S3sTot Total Shear on S/L 3 aL =3.3 aL2 = a =3.3 aTi =3.2 a T2 =8.4 a T=3,2 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT Mean Roof Height = 21 (< 30')', Therefore, use a, for Exposure B Height of Roof above top plate = h roof =3 Height of second floor walls = Height of main floor walls = Basic Wind Pressures for various wind zones (refer to Figure 1609.6.2.1) For 8 = 20: P s30A := 15 P s3OB ' ="4.2 P =10.6 P s3OD : = " Zone A Zone B Zone C Zone D h second := 8 h main : =8 ps30E =" 13.8 Ps3OF = " 9 . 6 P s3OG : = " 9.6 P s3OH Zone E Zone F Zone G Zone H From Section 1609.6.2.1: p = x I , x p s30 use a, as required for each zone v Axis (Longitudinal) Referring to Figure 1609.6.2.1 A S := 2.a L A 5 =6.6 B : =A C =L — A C =26.4 D5: =C5 Wind Loads in Various Zones: F wSA '_ l 30B w P s30A) k S. ( main+ h second) F wSA = 1679.04 lb. F wSB := ( 30B w p s30A) S ( roof) F wSB = 314.82 lb. F wSC ' _ ( w p s30C) [ C S ( main + h second) ] F wSC = 4477.44 lb. F wSD '_ ( 30B' w p s30c) S ( roof)] F wSD = 839.52 lb. Total Wind Load on Main Floor = F ws :=F wSA + F wSB + F wSC + F wSD F ws = 7310.82 12 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1 /1 7/05 SHT 13 Wind Load Case 1 Locate Reference Corner at Shear Line a Distribute Load to Various Shear Lines: S/L a S/L b S/L c S/L d F Sawl '- �F wSA + F wSB 4 ) A S AS -4 12 +4 -AS F Sbwl � wSA + F wSB) A S + �F wSC + F wSD) ' 12 F Scwl '- � wSC + F wSD� C S F Sdwl ( wSC + F wSD) C S Check that the sum of the distributed loads is in close enough agreement w/ total wind load Fs above: Wind Load Case 2 Locate Reference Corner at Shear Line d C Horizontal Wind Force F Saw1 = 1208.4 F Sbwl = 2678.62 F Scwl = 2416.8 F Sdwl =1007 S/Ld F Sdw2' - ( wSA +FwSB) (A F Sdw2 1510.5 S Check that the sum of the distributed loads is in close enough agreement w/ total wind load F above: F Saw2 + F Sbw2 + F Scw2 + F Sdw2 =7310.82 F wS = 7310.82 ' ~ W 1 2 J U O W I- W g< c0 d = W Z I— H- O ZI-- F Sawl + F Sbwl + F Scwl + F Sdwl ' 7310.82 F w5 =7310.82 U� O Distribute Load to Various Shear Lines: Horizontal Wind Force = U I - — S/L F - wSC +F w ) 4 F Saw2 =805.6 -p Saw2 SC SD (—cs Z AS +CS =33 U I•=_ S2 b F Sbw2 :- ( wSC+ F wSD) H F Sbw2 - 2416.8 Z - AS- 5 12 +5- AS S2 c F Scw2 '- ( wSA + F wSB) ' A + (F wSC' F wSD)' C F Scw2 - 2577.92 S S x Axis (Transverse) Basic Wind Pressures for various wind zones (refer to Figure 1609.6.2.1) S/L 1 S/L 2 For 8 = 20: P s30A 15.9 Ps30B - 4.2 ps30C 10.6 P s30D ' - 2.3 From Section 1609.6.2.1: Referring to Figure 1609.6.2.1 Wind Loads in Various Zones: Total Wind Load on Main Floor = Wind Load Case 3 Zone A Zone B Zone C Zone D Distribute Load to Various Shear Lines: PS ="lu,Xp530 F S1w3 ' _ ( WSA +FwSB} + ( wSC + F wSD) 8 +5 F S2w3 ' = wSC+ F WSD) C S P s30E 13.8 Ps30F -9.6 P s30G '_ " 9.6 Ps30H = -7.3 use X as required for each zone A =2•aT A = 6.4 BS: =AS CS: =LT —AS Cs =25.6 DS: =CS F wSA := l 30B' w P s30A) S' (li main + h second) F wSB '= ( w P s30A)' S' ( roof) F wSC :74 ( 30B w P s30C)•[ S' ( main+ h second)] F wSD ' l 30B0 wP s30C)•[ S' ( roof)] Fws : =F WSA +FwSB +F wSC +F wSD Locate Reference Corner at Shear Line 1 s) C S 14 Zone E Zone F Zone G Zone H F WSA = 1628.16 lb. F wSB = 305.28 lb. F wSC = 4341.76 lb. F wSD =814.08 lb. F wS = 7089.28 Horizontal Wind Force F S1w3 = 2255.68 F S2w3 = 2618.2 F 6 +5 =2215.4 S/L 3 F S3w3 '_ ( F wSC + F wSD }' C S3w3 = S Check that the sum of the distributed loads is in close enough agreement w/ total wind load FST above: FS1w3 +FS2w3 + = 7089.28 F = 7089.28 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. 17017 — 102nd Ave. S.E. =T I Snohomish, WA 98296 Phone: (360) 668 - 3882 rtmitiiPrirrmi.iio !T DATE 1/1 7/05 SHT iq x Axis (Transverse) Basic Wind Pressures for various wind zones (refer to Figure 1609.6.2.1) S/L 1 S/L 2 For 8 = 20: P s30A 15.9 Ps30B - 4.2 ps30C 10.6 P s30D ' - 2.3 From Section 1609.6.2.1: Referring to Figure 1609.6.2.1 Wind Loads in Various Zones: Total Wind Load on Main Floor = Wind Load Case 3 Zone A Zone B Zone C Zone D Distribute Load to Various Shear Lines: PS ="lu,Xp530 F S1w3 ' _ ( WSA +FwSB} + ( wSC + F wSD) 8 +5 F S2w3 ' = wSC+ F WSD) C S P s30E 13.8 Ps30F -9.6 P s30G '_ " 9.6 Ps30H = -7.3 use X as required for each zone A =2•aT A = 6.4 BS: =AS CS: =LT —AS Cs =25.6 DS: =CS F wSA := l 30B' w P s30A) S' (li main + h second) F wSB '= ( w P s30A)' S' ( roof) F wSC :74 ( 30B w P s30C)•[ S' ( main+ h second)] F wSD ' l 30B0 wP s30C)•[ S' ( roof)] Fws : =F WSA +FwSB +F wSC +F wSD Locate Reference Corner at Shear Line 1 s) C S 14 Zone E Zone F Zone G Zone H F WSA = 1628.16 lb. F wSB = 305.28 lb. F wSC = 4341.76 lb. F wSD =814.08 lb. F wS = 7089.28 Horizontal Wind Force F S1w3 = 2255.68 F S2w3 = 2618.2 F 6 +5 =2215.4 S/L 3 F S3w3 '_ ( F wSC + F wSD }' C S3w3 = S Check that the sum of the distributed loads is in close enough agreement w/ total wind load FST above: FS1w3 +FS2w3 + = 7089.28 F = 7089.28 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT Wind Load Case 4 Locate Reference Corner at Shear Line 3 Distribute Load to Various Shear Lines: F Slw4' = ( F wSC +FwSD) 8 C S S/L 1 S/L 2 S/L 3 8 -I- 5 F S2w4 '_ � wSC + F wSD)' C S F S3w4 ' _ ( wSA + F wSB) + ( wSC + petermine Governinu load at Shear Line on Main Floor: Shear Line a: F SasTot = 337.582 = 1208.4 F Sawl = 805.6 F Saw2 Shear Line b: F SbsTot = 2167.912 F Sbwl = 2678.62 F Sbw2 = 2416.8 Shear Line c: Shear Line d: F ScsTot = 2294.505 F Scwl = 2416.8 F Scw2 = 2577.92 = 548.571 F SdsTot F Sdwl = 1007 F Sdw2 = 1510.5 CS =25.6 A S = 6.4 6 +5 -AS CS Check that the sum of the distributed loads is in close enough agreement w/ total wind load FST above: F S1w4 + F S2w4 + F S3w4 = 7089.28 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 Due to Seismic Due to wind Load Case 1 Due to wind Load Case 2 15 FS =1208 F Sb := 2679 F Sc : =2558 FSd: =1511 Horizontal Wind Force F Slw4 = 1611.2 =2618.2 F S2w4 F S3w4 = 2859.88 F ws = 7089.28 Wind Load Governs on Shear Line a Wind Load Governs on Shear Line b Wind Load Governs on Shear Line c Wind Load Governs on Shear Line c 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17 05 SHT Shear Line 1: Shear Line 2: F S2sTot =2134.945 F S2w3 = 2618.2 F S2w4 = 2618.2 Shear Line 3: F S3sTot = 1329.231 F S3w3 = 2215.4 F S3w4 = 2859.88 Calculate Streneth Requirements for Shear Walls: Force from "y" direction Shear Line Length of Shear Wall (Ft.) S/L a & b: S/L c & d: Force from "x" direction S/L 1: S/L 2: S/L 3: F S 1 sTot = 1751.209 F siw3 = 2255.68 = 1611.2 F S1w4 LS =5 +5 LS =10 LSb : =2.8 +3 LSb =5.8 LS : =8 +6 LS =14 LSd = 12 LSd =12 LS1 : =4+ 16.5 L 5 =20.5 LS2: =4 +4 L S2 =8 LS3 : =7 +4 L 5 =11 Due to Seismic Due to wind Load Case 3 Due to wind Load Case 4 Due to Seismic Due to wind Load Case 3 Due to wind Load Case 4 Due to Seismic Due to wind Load Case 3 Due to wind Load Case 4 Unit Load (Lb. per Ft.) FS +FSb fSb L Sa + :_ F 51 fSi L 51 F S2 L S2 F 53 f S3 ' L S3 F Sc +F f Sc L Sc + 16 Wind Load Governs on Shear Line 1 F S 1 : = 2256 Wind Load Governs on Shear Line 2 F S := 2618 Wind Load Governs on Shear Line 3 FS := 2860 Shear Wall Type Required See Schedule f 246 f Sc' =f Sb fS =156.5 f Sd : =f Sc P1 -6 P1 -6 f S1 = 110.049 P1 -6 f S2 = 327.25 f 5 =260 P1 -6 P1 -6 ' D. PALMAFFY DESIGN NOBLE RESIDENCE AODIT /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. C 17017 — 102nd Ave. S.E. [•tr�nie���rIil T r r►� ∎1 r Snohomish, WA 98296 DATE 1 Ph one: ( 360) 668 - 3 882 SHT 1� Hold Down Requirements for Main floor shear walls: Add uplift due to upper floor shear walls stacked above to uplift from main floor shear walls When calculating weight contributing to resistive moment, use tributary areas x 10 psf x 2/3 reduction = 6 psf SSIL as Uplift at Main Floor from Main floor shear walls: Holddown Summary for Shear Line a S/L b Uplift at Main Floor from Upper floor shear walls: Shear Line a is N/A at Upper Floor Wall al: L =5 W Sal : -300 Wall Uplift = f upSal ' Wall Uplift = Wall Uplift = f upSbl wall length, ft. wall weight + load supported, lb. F Sa 8 L Sa W Sal L 2 Wall a2: L := 5 wall length, ft. W Sa2 := 300 wall weight + load supported, lb. ( F . L 8 _ L Sa WSa2 f upSa2 L 2 Uplift at Main Floor from Upper floor shear walls: Wall b l : L := 15 wall length, ft. W Tb1 = 720 FTb 1,.16 L Tb W Tbl Wall Uplift = f upSTb1 L 2 Uplift at Main Floor from Main floor shear walls: L 2 17 H: =8 f upSal = 816.4 H: =8 f upSa2 = 816.4 f upSTb1 = 872 f upSbl =3605.172 wall height, ft. wall height, ft. At each end of wall al : f upSal = 816.4 Use LSTHD8 At each end of wall a2: f upSa2 = 816.4 Use LSTHD8 wall weight + load supported, lb. H := 8 wall height, ft. Wall bl: L := 2.8 wall length, ft. W Sbl :=180 wall weight + load supported, lb. H := 8 wall height, ft. FSbL 8 L Sb W Sbl 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT I Holddown Summary for Shear Line b S/L c Wall b2. Wall Uplift = Wall cl: Wall Uplift = Wall c2: Wall Uplift = Wall cl : Wall Uplift = Wall c2: Wall Uplift = L : =3 W Sb2 f upSb2 f upSTc1 • f L: =8 W Sc1 :=775 f upScl L: =6.5 W Sc2 :=650 f upSc2 wall length, ft. wall weight + load supported, lb. H := 8 := 200 F Sb L 8 L Sb W Sb2 L 2 At each end of wall bl : At each end of wall b2: Uplift at Main Floor from Upuer floor shear walls: L: = W Tcl = 240 L: =10 W Tc2 =480 upSTc2 Uplift at Main Floor from Main floor shear walls: pc L 8 Sc W Sc2 = 3605.172 f upSbl f upSb2 = 3595.172 f upSb2 = 3595.172 wall length, ft. wall weight + load supported, lb. H := 8 FTc .16 L ' Tc L wall length, ft. wall weight + load supported, lb. H := 8 W Tc2 FTc L Tc L 16 L wall length, ft. wall weight + load supported, lb. ( FSc L 8 L Se W Scl L 2 W Tcl 2 L 2 2 wall length, ft. wall weight + load supported, lb. 18 f upSTcl = 1146.133 = 1026.133 f upSTc2 H:= 8 f upScl = 1074.214 H: =8 (upSc2 = 1136.714 wall height, ft. Use HTT22 or STHD10 Use HTT22 wall height, ft. wall height, ft. wall height, ft. wall height, ft. Holddown Summary for Shear Line c At each end of wall cl : f upScl = 1074.214 At each end of wall c2: f upSc2 = 1136.714 S/L d Uplift at Main Floor from Upper floor shear walls: Uplift at Main Floor from Main floor shear walls: Wall dl: L : =11.75 wall length, ft. W a, : =1270 wall weight + load supported, lb. H := 8 wall height, ft. F Sd 3.4)• 8 L Sd W Shc f upSdl =372 S/L 1 Wall Uplift = Wall Uplift = Wall dl: L : =11.75 wall length, ft. W Td1 = 564 upSTdl f upShc '- Holddown Summary for Shear Line d Uplift at Main Floor from Upper floor shear walls: Wall 1A: L : =4 WT1A =336 Wall Uplift = Wall Uplift = f upST1A ' = Wall 1B: L : =4.5 W T1B =336 f upST1B FTd L .16 L Td W Tdl L 2 At each end of wall dl : f upShc + f upSTdl = 621.397 Use LSTHD8 wall length, ft. wall weight + load supported, lb. H := 8 wall height, ft. ( FT1 L .16 wall weight + load supported, lb. H := 8 wall height, ft. L 2 LT1 WT1A 2 f upST1 A = 1418.824 L wall length, ft. wall weight + load supported, lb. H := 8 wall height, ft. ( F T1 L •16 L T1 W T1B L 2 19 f upSTdl = 249.064 upSTl B = 1418.824 Use LTT19 Use LTT19 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LY LATERAL LOAD ANALYSIS FILE 050115 17017 — 102nd Ave. S.E. Snohomish, WA 98296 BY T.W. cr Mlialwrt:Tzli:;T:relillig:1 1/17/05 Phone: (360) 668 -3882 SHT Holddown Summary for Shear Line c At each end of wall cl : f upScl = 1074.214 At each end of wall c2: f upSc2 = 1136.714 S/L d Uplift at Main Floor from Upper floor shear walls: Uplift at Main Floor from Main floor shear walls: Wall dl: L : =11.75 wall length, ft. W a, : =1270 wall weight + load supported, lb. H := 8 wall height, ft. F Sd 3.4)• 8 L Sd W Shc f upSdl =372 S/L 1 Wall Uplift = Wall Uplift = Wall dl: L : =11.75 wall length, ft. W Td1 = 564 upSTdl f upShc '- Holddown Summary for Shear Line d Uplift at Main Floor from Upper floor shear walls: Wall 1A: L : =4 WT1A =336 Wall Uplift = Wall Uplift = f upST1A ' = Wall 1B: L : =4.5 W T1B =336 f upST1B FTd L .16 L Td W Tdl L 2 At each end of wall dl : f upShc + f upSTdl = 621.397 Use LSTHD8 wall length, ft. wall weight + load supported, lb. H := 8 wall height, ft. ( FT1 L .16 wall weight + load supported, lb. H := 8 wall height, ft. L 2 LT1 WT1A 2 f upST1 A = 1418.824 L wall length, ft. wall weight + load supported, lb. H := 8 wall height, ft. ( F T1 L •16 L T1 W T1B L 2 19 f upSTdl = 249.064 upSTl B = 1418.824 Use LTT19 Use LTT19 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT Zi2) Uplift at Main Floor from Main floor shear walls: Wall 1A: L := 4 wall length, ft. W S1A := 672 wall weight + load supported, lb. S/L 2 Wall Uplift = Wall Uplift = Wall Uplift = f upS1A' Wall 1B: L := 16.5 wall length, ft. W S1B := 2425 wall weight + load supported, lb. f upS1B Holddown Summary for Shear Line 1 f upST2A F SI L 8 L S1 WS1A L 2 _ F S1 L 8 L Sl WS1B L 2 At each end of wall IA : At each end of wall 1B : Uplift at Main Floor from Upper floor shear walls: Wall 2A: L := 15 wall length, ft. f upS1A - 544.39 f upS1B =- 332.11 W T2A = 1755 wall weight + load supported, lb. H := 8 wall height, ft. FT2 L•16 L T2 W T2A L 2 20 H:=8 f upS1A = 544.39 H: =8 =- 332.11 f upS1B f upST2A = 220.1 wall height, ft. wall height, ft. Use LSTHD8 Uplift at Main Floor from Main floor shear walls_ Wall 2A: L : - 4 wall length, ft. W S2A := 675 wall weight + load supported, lb. H := 8 wall height, ft. - F S2 L).8 L S2 W S2A f Wall Uplift = f upS2A ' = L 2 upS2A = 2280.5 No Holddown Required 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT Z °I Wall 2B: L := 4 wall length, ft. WS2B := 675 F S2 8 L 52 WS2B Wall Uplift = Wall Uplift = f upS2B f upST3A wall weight + load supported, lb. L 2 Holddown Summary for Shear Line 2 At each end of wall 2A: At each end of wall 2A: S/L 3 Uplift at Main Floor from Upper floor shear walls: Wall 3A: L := 8 wall length, ft. W T3A = 725 wall weight + load supported, lb. FT3 L.16 L T3 WT3A L 2 Wall 3B: L := 5 wall length, ft. W T3B = 390 wall weight + load supported, lb. ( F T3 L 16 L T3 W T3B Wall Uplift = f upST ' = 2 Wall 3C: L := 4 wall length, ft. Wall Uplift = Wall Uplift = W T3C =225 f upST3C Uplift at Main Floor from Main floor shear walls: Wall3A: L: =6.5 W S3A 858 f upS3A H: =8 f upS2B = 2280.5 f upS2A = 2280.5 f upS2A = 2280.5 wall weight + load supported, lb. H := 8 wall height, ft. FT3 L•16 LT3 W T3 C L 2 wall length, ft. wall weight + load supported, lb. H := 8 wall height, ft. F S3 L 8 L 53 W S3A L 2 21 H := 8 wall height, ft. f upST3A = 99.618 H:=8 wall height, ft. = 267.118 f upST3B f upST3C = 349.618 upS3A = 1651 wall height, ft. Use STHD8 Use STHD8 t 17017 — 102nd Ave, S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 C BY DATE SHT T.W. r-; alt-Ir �rr�r . 47 T 1/1705 Z HOLDDOWN SCHEDULE DESIGNATION DESCRIPTION ALLOWABLE DESIGN LOAD (lb) A B E F G L S LSTA9 605 LSTA18 1055 MSTA36 1995 MST27 2760 MST37 3815 MST48 4460 MST60 5800 6" Wall 8" Wall LSTHD8 1695 1695 STHD8 2345 3195 STHD10 3185 3725 STHD14 4805 5785 LTT19 1205 LTT131 2185 HTT 16 3480 HTT22 5250 HD10A 6935 (w/ 2 1/2" thick end studs) 9540 (w/ 3 1/2" thick end studs) 9900 (w/ 5 1/2" thick end studs) HD14A 11080 (w/ 3 1/2" thick end studs) 13380 (w/ 5 1/2" thick end studs) HD15 15305 (w/ 5 1/2" thick end studs) ABOVE HOLDDOWNS ARE SIMPSON STRONG -TIE REFERENCE SIMPSON CATALOG C -200 23 WOOD TO WOOD CONNECTION CONCRETE STRAP (Based on 2000 psi Concrete) BOLTED TO CONCRETE NAILED TO STUDS BOLTED TO CONCRETE BOLTED TO STUDS z 1 ; JU U 0 co Wi- � LL W 2 u. = I- al Z = i-- 0 W f- W U 0 - 0 h- W H H 0 LL W Z U = O Z � 1C■ C�ielll t . 4a:C6IZ Wall 3B: L := 4 wall length, ft. W S3B 675 wall weight + load supported, lb. H := 8 wall height, ft. Wall Uplift = Holddown Summary for Shear Line 3 At each end of wall 3A: f upS3A —1651 Use LTT131 At each end of wall 3B: f upS3B + f upST3C = 2092.118 Use STHD8 SHEAR WALL SCHEDULE DESIGNATION DESIGN LOAD (lb /ft) 250 f upS3B 17017 — 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 F S3 L 8 L 53 W S3B L 2 DESCRIPTION D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS (upS3B = 1742.5 1/2" plywood or OSB equal, w/ 10d nails @ 6" o.c. Anchorage: (2)16d ® 10" o.c. or 5/8" bolts @ 32" o.c. 350 1/2" plywood or OSB equal, w/ 10d nails @ 4" o.c. Anchorage: (2)16d @ 6" o.c. or 5/8" bolts @ 24" o.c. FILE 050115 BY T.W. P1 -3 492 1/2" plywood or OSB equal, w/ 10d nails @ 3" o.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P1 -2 631 1/2" plywood or OSB equal, w/ 10d nails @ 2" o.c. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -6 508 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 6" c.c. Anchorage: (2)16d @ 5" o.c. or 5/8" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -4 754 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 4" o.c. Anchorage: (3)16d @ 5" o.c. or 3/4" bolts @ 24" o.c. 3x members at adjoining panel edges P2 -3 984 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 3" o.c. Anchorage: (4)16d @ 5" o.c. or 3/4" bolts @ 20" o.c. 3x members at adjoining panel edges P2 -2 1262 1/2" plywood or OSB equal, 2 sides, w/ 10d nails @ 2" o.c. Anchorage: (4)16d @ 4" o.c. or 3/4" bolts @ 16" o.c. 3x members at adjoining panel edges DATE 1 17 05 SHT Z Note: Nailing noted above is for panel edges and plate nailing (as indicated). Field nailing of remaining studs 10d at 12" o.c. 22 dn...'1.Z..Aw:. 17017 - 102nd Ave. S.E. Snohomish, WA 98296 Phone: (360) 668 -3882 D. PALMAFFY DESIGN NOBLE RESIDENCE ADDITION /REMODEL LATERAL LOAD ANALYSIS FILE 050115 BY T.W. DATE 1/17/05 SHT 2� pevelonment of Forces: Calculate p: A : =780 Main Floor y direction: F ymax : =1305 F ymax = 1305 F ytotal ' = F SasTot + F SbsTot + F ScsTot + F SdsTot F ytotal = 5348.571 r max . -Fymax p : -2 20 p= -0.935 ytotal r ma x A b Therefore use p = 1.0 (y direction) x direction: F xmax : 1067 F xmax -1067 F xtotal := F S1 sTot + F S2sTot + F S3sTot F xmax r max ;- F xtotal 20 p : = 2- r max' F xtotal = 5215.385 p = -1.5 Therefore use p = 1.0 (x direction) NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. s .41 7- 70 5 L © I L 5/L t3J 4°°A6E 2y4°n X 71° I - 6 tt " NOTICE: IF THE DOCUMENT IN OF THE DOCUMENT. iAN THIS NOTICE IT IS DUE TO THE 1 111 ti ' _1111 __../llii//,�J /. /. /h /. p�l _.. f � .. P SCALEt 1/4 1 Iti 8 - O 0' • 11 -Ab`t 1114 1 y -4-I.E, I/ _IL I t,0 it No . N. - 1 / 4 , 4 ,11 1 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. \ .�. 'E.x. Qlr 0 - to -i� U R oil - 14.4 FIe F� _, \ �( rIhU Gi.dLE 1�1■ ■�'�latlel� a� u,.�.�.,� �. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. i 1 I f 1 . t I I 1 I 11 •I I •1 II NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARNAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 I 4(3 P{L S-r Or pi am, • lopq Vs; 0 0- Zs( IZ" I r SLOPE / SQ IRSUL• i i V wpg4 ASEMF..I -IT 14 VENT 0 ....w.++ ...G3= :.�..:�.Yk+U.,�.: yf, ✓.w.wn✓rL..- .�+ri:.G':.'4.r..:W .. a+4•�t. �.•:.�u.a..w.. Multi- Loaded Beamf 97 UBC (91 NDS)1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble - Location: existing floor support beam dining room Summary: 3.125 IN x 9.00 IN x 10.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 44.6% Controlling Factor: Section Modulus / Depth Required 7.64 In Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD= 0.17 IN = L/720 Total Load: TLD= 0.31 IN = L/392 End Reactions(Left Side): Live Load: RL1= 1265 LB Dead Load: RD1= 1059 LB Total Load: RT1= 2324 LB End Reactions(Right Side): Live Load: RL2= 1265 LB Dead Load: RD2= 1059 LB Total Load: RT2= 2324 LB Bearing Length Reqd.(Left) : BL1= 1.14 IN Bearing Length Reqd.(Right): BL2= 1.14 IN Camber Regd.: C= . 0.21 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 253 PLF Dead Load: wD= 205 PLF Beam Self Weight: BSW= 7 PLF Total Load: wT= 465 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 5.0 FT From Left Support Shear (A d from beam end): Comparisons With Required Sections: Section Modulus: Ey= 1600000 PS Fc_perp= 650 PS Fb'= 2390 PS Fv'= 190 PS M= 5810 FT -LB V= 1976 LB Sreq= 29.2 N3 S= 42.1 N3 Area: Areq= 15.6 N2 A= 28.1 N2 Moment of Inertia: Ireq= 116.3 N4 I= 189.8 N4 Multi- Loaded Beam(' 97 UBC (91 NDS) 1 StruCalc 4.06 By: Dante Palmaffy, D. Palmaffy Design on: 11 -15 -2004 Project: Noble Location: existing floor support beam living room Summary: 5.125 IN x 10.50 IN x 14.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 53.0% Controlling Factor: Moment of Inertia / Depth Required 9.11 In Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.25 IN = L/684 Total Load: TLD= 0.46 IN = U367 End Reactions(Left Side): Live Load: RL1= 1771 LB Dead Load: RD1= 1527 LB Total Load: RT1= 3298 LB End Reactions(Right Side): Live Load: RL2= 1771 LB Dead Load: RD2= 1527 LB Total Load: RT2= 3298 LB Bearing Length Regd.(Left) : BL1= 0.99 IN Bearing Length Reqd.(Right): BL2= 0.99 IN Camber Reqd.: C= 0.32 IN Beam Data: Span: L= 14.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 253 PLF Dead Load: wD= 205 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT= 471 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc_perp= 650 PS Fb'= 2396 PS Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 7.0 FT From Left Support Shear (A d from beam end): Comparisons With Required Sections: Section Modulus: Fv'= 190 PS M= 11541 FT -LB V= 2885 LB Sreq= 57.9 N3 S= 94.1 N3 Area: Areq= 22.8 N2 A= 53.8 N2 Moment of Inertia: Ireq= 323.2 N4 I= 494.4 N4 ..1 November 9, 2004 Mr. Dante Palmaffy 12925 47 Drive S.E. Everett, Washington 98208 RE: CORRECTION LETTER #1 Development Permit Application Number D04 -384 Noble Residence —10349 51 Avenue South w O }} g J Q V) 0 l-w Z = 1— O Z I— tu Buildini Department: Ken Nelsen, Senior Plans Examiner, at 206 431 -3677, if you have questions j concerning the following: 0 co 1— 1. The Building Department is withholding comments until the setback issues are corrected through the Planning = H 0 Planning Department: Brandon Miles, at 206 431 -3684, if you have questions concerning the attached U) 0 Dear Dante: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Public Works and Planning Departments. At this time, the Fire Department has no comment. Department. Public Works Department: David McPherson, at 206 431 -2448, if you have questions concerning the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xc: File No. Cii of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director memo. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 A.uLr...w:�LS 4A4..•. '..4 M..iws. »i..'iN;d.w1:0..;4j w.....1...4::n4. .rJra ...An.w�. x.. H...14n......n - ..a.... -4x •.4...w++u ...v4..W ,wwYa .uw+W Z DATE: CONTACT: RE: ADDRESS: October 22, 2004 Dante Palmaffy D04 -0384, Noble Residence 10349 51s Ave South TMC 18.70.050 (1) notes: City of Tukwila Department of Community Development PLANNING DIVISION COMMENTS Steven M. Mullet, Mayor Steve Lancaster, Director Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revisions, Brandon Miles is the planner assigned to the file and can be reached at (206) 431 -3684. 1. The property is zoned Residential Commercial Center (RCC) and the following setbacks apply to all structures on the property: 20 feet from 51 Avenue (Front Setback), 10 feet from Beacon Ave South (2 Front Setback) and five feet for the two remaining sides. The existing garage on the property does not meet the above setback requirements and is a non - conforming structure. The regulations governing a non - conforming structure are laid out in TMC 18.70.050: "No such structure may be enlarged or altered in a way which increases its degree of nonconformity. Ordinary maintenance of a nonconforming structure is permitted, pursuant to TMC 18.70.060, including but not limited to painting, roof repair, and replacement, plumbing, wiring, mechanical equipment repair /replacement and weatherization. These and other alterations, additions or enlargements may be allowed as long as the work done does not extend further into any required yard or violate any other portion of this title." The proposed work as submitted will increase the encroachment of the garage into the 2 front setback and the side setback to the north side. The Planning Department cannot approve the above permit as submitted. The garage may have to be moved on the property so that it can meet the above setbacks. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 r .:: i. c."' �:�t::�:;�jas:.:'wmew::.,..ti;,, DATE: November 5, 2004 PERMIT NO: D03 -384 City of Tukwila Department of Community Development Steve Lancaster, Director PROJECT: Noble - (SFR) 10349 — 51 Ave. South Parcel No. 547680 -0180 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions regarding the following comments. 1. Provide, as applicable, additional information on your site plan. See sample plan sheet — enclosed. Include; edge of existing pavement along Beacon Ave. South, storm drainage for downspouts, proposed driveway, and nearest fire hydrant location. 2. Verify cost of each improvement category, on sheet 1 of the plan review and approval sheets — enclosed. Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206.431 -3665 4 vi.f^ a.wl1 M1:.J.iwvil:r f December 14, 2004 Mr. Dante Palmaffy 12925 47 Drive S.E. Everett, Washington 98208 Guy of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #2 Development Permit Application Number D04 -384 Noble Residence —10349 51" Avenue South Dear Dante: Steven M. Mullet, Mayor This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time, the Fire, Public Works and Planning Departments have no comment. Building Department: Allen Johannessen, at (206) 433 -7163, should you have questions with regard to the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenmer service. , If you have any questions, please contact me at (206) 433 -7165. Sincerely, encl Stefania Spencer Permit Technician xc: File No. D04 -384 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 'Vv41:ti1 YLY+..:w %ri`ttY,.aa w re 2 JU O 0 0 w= H (Li 0 Q co I 1- w Z Z1- w U C) 0- O 1-- W U 1 O ..z w 0E- Z • Building Division Review Memo Date: December 10, 2004 Project Name: Noble Residence Permit #: D04-384 Plan Review: Allen Johannessen, Plans Examiner A Building Division plan review has been conducted on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. Provide engineering to show lateral loads that extend from the main floor up to the upper floor addition. The engineering shall include bearing points that extend in line from top floor to the basement. Provide detail for glue -lam beam connections and make clear the beam connections with elevation views on the plans. Show required tie -downs and hardware for bracing connections on plans. A hardware schedule may be required. 2. Engineering report shall reflect the size of beams, posts/columns and shall be referenced on the plans. 3. The elevation view (Page 7) shows 2x4 floor framing. On the main floor framing (Page 3) 2x6 joist are indicated. Show floor joist on elevation views consistent with floor plan. Show elevation views to be consistent with the floor plan and to show an elevation view how beams are located in relation with the floor and/or wall height. It is unclear which beams sit on top of the walls, posts or if they connect directly to each other above or below the top of the walls, possibly part of header beams. Headers over openings that carry beam loads will need engineering. Indicate relative hardware connections and referenced location. 4. Show a detail how existing slope roof connects to flat roof and how it is sealed. Show roof drainage, gutter, new downspouts, existing downspouts and where water runoff is to be disbursed. This can be indicated on site plan. Does water from flat roof run into a gutter? Include in details. 5. Additional detail drawings will be necessary to address these issues. Should there be questions concerning the above requirements, contact the Building Division at 206 -431 -3670. No further comments at this time. • Page 1 Tukwila Building Division Allen Johannessen, Plan Examiner z } w c 2 O 0 • o w O u_ w 0 2 u. to 1 W I- _ z � 1-- 0 Z ll- U 0 O - o 1- w W L-6o w z U = O F " z DEPARTMENTS: 314 Bu' iRRfig Am& Public Works ❑ Documents /routing slIp,doc 2 -28.02 PERMIT COORD COPY '- PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -384 DATE: 03 -17 -05 PROJECT NAME: NOBLE RESIDENCE SITE ADDRESS: 10349 51 AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # /before permit is issued Fire Prevention ❑ Structural REVIEWER'S INITIALS: PERMIT COORD COPY Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -22 -05 Complete [' Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROyTING: Please Route L� Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 04 -19 -05 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ pp ) Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 4- w JU O 0 w J w Q I I— w Z zI- • w U O O - O H- wW I— LL O 111 Z U - O F" z M ACTIVITY NUMBER: D04 -384 PROJECT NAME: NOBLE RESIDENCE SITE ADDRESS: 10349 51 AVENUE SOUTH Original Plan Submittal DATE: 12 -08 -04 Response to Incomplete Letter # X Response to Correction Letter # Revision #_afterrbefore permit is issued DEPARTMENTS: Building II ision CI Fire Prevention 0 Public Works Structural 0 NM Witt (Z -10 oY DETERMINA ON OF COMPLETENESS: (Tues., Thurs.) 2 7 Complete APPROVALS OR CORRECTIONS: Documents /routing sllp,doc 2-28-02 PERMIT coo co PLAN REVIEW /ROUTING SLIP Incomplete ❑ REVIEWER'S INITIALS: PERMIT COORD COPY Planr iti ng.bivision Permit Coordinator DUE DATE: 12 -09 -04 Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: TUES /THURS ROpTING: Please Route LJ Structural Review Required ❑ No further Review Required ❑ Not Applicable ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 01 -06 -05 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: l ' /y - � Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: z 1Z W -J C-) O 0 W -II— � u- W 0 g Q = d W Z WO W U � O — O H W W u. W Z O ~ z ::'si:�natraa�.�..4•;i;;k4 +'.uw a,�,,: .�r 3+ `Sin ;�, t ., "?,. "u %�k «aiH su:YF v.�a•fi�ttirivn..+a: if4 w. i.Lnnw`�l,`7`.�5.; a:i'n`ki X Original Plan Submittal TS: Build' r "ditriston Public Works DEPARTME PERMIT COORD COP)r PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -384 DATE: 10 -18 -04 PROJECT NAME: NOBLE RESIDENCE SITE ADDRESS: 10349 51 AVENUE SOUTH Response to Correction Letter # 10-t- 611 h 4. 0-1 Fire Prevention Structural fitful 11 -54 DETERMINA ON OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Response to Incomplete Letter # Revision #__ afterTbefore permit is issued C Pla n�Division g -22 Permit Coordinator DUE DATE: 10 -19 -04 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO TING: Please Route re Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 11 -16 -04 Approved ❑ Approved with Conditions 0 Not Approved (attach comments) [ Notation: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents /routing slIp.doc 2 -28-02 PERMIT GOURD COPY DATE: Permit Center Use Only CORRECTION LETTER MAILED: /Ara Departments issued corrections: Bldg j Fire ❑ Ping PW (� Staff Initials: S z z re w aa � J U 00 co J w 0 2 • ? co a = W F - W o 2 • o O - O I- w W O .. U= O ~ z � 1... _ �a�S:�a1f�5i:JV✓ - City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: htlp : / /www.ci.tukwila.tiva.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: "'! A1L 1 ' 24? Plan Check/Permit Number: D04-384 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Noble Residence Project Address: 10349 51 Avenue South Summary of Revision: Steven M. Mullet, Mayor Steve Lancaster, Director Contact Person: Dante Palmaffy Phone Number: E.Q (rl ..1 2 S 1A-re-69-c- A O CITY OF TUKWILA 6,R / ` iO i 1 0ER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by:S I:1 Entered in Permits Plus on .3'/7 \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: htlp: / /www.ci.tukwila.wa.us REVISION SUBMITTAL . Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: t I � � %C.�i � - t ' Plan Check/Permit Number: fit' ❑ Response to Incomplete Letter # Response to Correction Letter # r ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 1J3L_& A Project Address: , C2?, -I. S I 6 r". A - (/& �. Contact Person: I - 1T& P 4 L 04, / F 1 Phone Number: Summary of Revision: (� rr pv�� �► N�"(� G 2� c uA,Pczo It e �rr c i '(10 t1 gOi W S facom Sheet Number(s): A- "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: (e Entered in Permits Plus on /Z -dB-Dy \applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven Al. Mullet, Mayor Steve Lancaster, Director 6t_s 2 o PITY OF TI IKWII A DEC 0 8 2004 PERMIT CENTER w QQ • � J U U 0 0 WI ( 0 � • =W W O • w UC) O N C F- w w LL 0 1— z ; aka rtie4a,•^,;,:: COUNTY OF KING CITY OF TUKWIL4 Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 STATE OF WASHINGTON) AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION ss. .a4 [please print] 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. � JG � A Q� � to, s stoN�• O � N OTe^ A 9 i N om ' PVBLIG =_ . 0 , 4 1 >: ••s 16 -Q2•/ '� 4 1 > • •• '4 OF WASN�� \applications\8 -2004 affidavit in lieu of contractor registration AP Signed and sworn to before me this - day of March , 20 05. &&a a. !v NOTARY PUBLIC in a for of Washington, Residing at king , County. Name as commissioned: Alice A beacy 6f/b --4$ My commission expires: Permit Center /Building Division: 206 - 431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 - 431 -3670 PERMIT NO.: :DV' is / , states as follows: 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district or other municipal or political corporation or subdivision of this state; 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. Any construction, repair or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; 7. Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into \applications \8 -2004 affidavit in lieu of contractor registration contracts of amounts less than $500.00 for the purpose of the evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 11. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor; 12. An owner who contracts for a project with a registered owner; 13. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors on .highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW .47.28:070 with :the department of transportation to. perform highway construction, reconstruction, or maintenance work. k�5ft� S#C�KthMn? REVISIONS BY • Noble Residence D. Palmaffy Design Date 007 r Seal. A., Sirk114 Drawl F Shoot or ' 7 Shoots • • • • • jr:. ,:.`:.�b's:.::iiy�►�..r1�;:� < • -X �7�' ��t� :�fi.•��4*`�'"".Jt.F'�'.,.:.�. ir 3 ?t "./"'y .-:�RL/R�: >II��y�y •.��+.. .. rfu.i�+�..�M1.�^.�r�w,i► -"a-.' 1 �k'.. , ...war- l� +ri.�MM.r+r..•..s.r4 .. ii�����•,r�..i... _ �� 4 iREVISIONS SY pciG. - ?i.cif 1 .�,� 1 1 - Vie - WO Vang r .:1-inclum: I . 5 y . -7 10 °I Noble R ...., esian Additi &R model OM '�" aFI� Da 1• ire' so.i. of Drwn1:,,P, Jft OPS 4 i Most I Or l *woe Opern "mi Men Ares V • 'riot � .�,� 1 - Ube - Vie - WO Vang r .:1-inclum: . 5 y . -7 10 °I 0.110 - 1. T rit 1 �""- , . ',tot , __Ti 1440 it. ii + • • 1 7% RR-1 0.3'1 , - ` . o.z - me u -o.osi ' .f u -0.034 ' R- tins. ad4 u-o.o2o _ F-O.54 - A-10 v t - 4oaarsocy o.w - ,13.51 820 - _ . 11,11 17-30 • � � -2 W V ' _ It '� - � � Grew A -1 Oomiaa +cl► - OA a.4i it - a R- u -0.001 1 MD/ u•0.034 ,� ti+�' 04.054 . 1 _ - R 1t lt-ta . • Way u- o.aaro r 1 11-14V , F•o.bt , W R IV '_%.R ••1.• /740. . • • .1.4 Cover: 3" 1 W ' 1 W 3/ " 4 V . 1141111,1110 CIO Ma «.M IX •AA.A.11% GENERAL ' P4QT CODE$ The following codas and classifications are appliosbie to this project and are to be enforced: 2003 International Building Coda Internabonal Residential Code $eattle Wilding Code 2001 Washington Stale Energy Coda or Seattle Energy Code 2001 Washington State Ventilation Code VILPINQ, Construction Type VB , Seismic Zone: N b L Occupancy Group: R -3/U -1 Wind Speed: Sd MP14/3sec. Gust Fire Zone: 3 Exposure Category: B Contractor shall verify all notes, dimensions s I oonditions prior to construction. During demolition and construction the Contractor shard provide temporary ba'r'ing for support and stability until all positive connections have been installed. The Contractor shall report all discrepancies to the Designer when they are noted. Written dimensions take preaedenca over scaled drawings. $IT WORK Unless a state approved Gsotechnioa l Engineer has performed a soils investigstion and report. the foundation will be designed based on the assumption that the average soil bearing is 2000psf. Exterior footings shall be a minimum 18" below finished grads on undisturbed soil. Fooling drains are to be had to existing or new systems. Foundation vents shall net interfere with bearing points. Finish grade shall be a minimum d" below the top of foundation". • cO . NQRETE . C.NER& Class and Use F'C . Slump Min. Sacks /ay A. Footings and foundations 2500 3-4 6 % .8. Slabs on grad. 2500 3-4 5 % •Air entraining agent (3% to 996) to be used in all concrete flat work exposed to the weather. A . retarding agent may be used at tiaras of warm "nether but must be inatelled by professional concrete provider. Concrete mix design and water- to-cement ratio to be in accordance to the IBC or SBC. . REINFQIRINQ STEM, arhdQVER . All steel reinforcing to be ASTM A615 Grade 40. AN spacial reinforcing steel details to be approved by a professional engineer. All splices to be lapped 30 diameters. No'oboes to occur at locations of tension. . . Comets cast against and permanently exposed to earth Controls exposed to weather or temporarily to earth Beams and columns not exposed to earth or weather Slabs or walls not exposed to earth or washer CARPENTRY All structural framing and nailing to conform to the requirrrnents in the IOC or SOC. AM wooed in contact with concrete to be pressure Pealed. AN structural wood ***sod to the *eater to be pressure mated. Wood bearing against or within 1" of masonry to be pressure treated. 8slld 2x blocking shall be instadied at ands and at all support points of aN joists and ratters. 'Akio, solid 2x blocking or approved bridging shall be instMed at the midap.n of aN joists spawn more than 10-0. Typical anchor bolts, tying site pots to foundation, shall be minimum ffir diameter and embedded into the foundation minimum 8" at 4'-rec and 12" from aN owners and plats breaks. Bolt heeds and nuts bearing against wood b hews 2"x2 "x1 /18 square wwhsrs. MI metal framing anchors, osnnecters and hanger cabled out on drawklp bin Simpson Strong- Tie Connectors or designer approved sequel. ' Minimum wood -to -earth olesranoes: A" Any untreated wood to earth 12" Crawlspace floor beams to earth +Crawispsce floor Mali to earth (..UMBER STRENGTH (VM; in pail ,Studs: Joists & Rafters: Beams & Headers: Glulam Beams: Micro -Lam: Hem -Fir *3 Stud grade Horn -Fir 02 (2x10) (2x12) 4x Doug -Fir #2/01 6x Doug -Fir 02/01 Doug -Fir Larch 24F -V4 LVL2.0E Loading: ' 15psf Dead Load Floor lOpsf Dead Load Ceiling 5psf Deed Load Deck 10psf Dead Load interior Partition Exterior Partition • + :+ .+ C . Fv 75 75 '75 75 485 190 .290 25pef Live Load 40psf Live Load 't 0pef Live Load 4Opsf Live Lead Y r • 'Fb 500 675 :050 '.875/1000 ‘ 2400 ;2900 • E 1200K 1200K 1300K 1300K 1000K/1780K 1300K/1100K 1800K 2000K 40psf 50psf 15psf . 50_ ff PLYWOOD Plywood wall and roof sheathing shall be 34" CDX or 7/16" 068, unless otherwise specified. Minimum nailing shah be 8d 41 roc on all panel edges and 12 "oc in the tiald. The open index shall be 24/0. Plywood subfiooring shall be %" COX or 11/10" 0881srgue-erred -grow, unless otherwise specified. Minimum nailing shall be 10d 0 "oc on panel edges bearing on supports and 12 "oc in the field. The span index shall be 40/20. Roof and floor sheathing should be staggered a minimum 24 ". WOOD TRUSSE4 ' All trusses shall be designed by a Stale approved engineer and fabrisa sd only from the approved designs. The trusses are to be stamped by the manufacturer or by an approved quality control agency. AN truss designs are to be submitted to the Building Official for approval prior to fabrication and a copy of the approved designs to go to the Designer. Nanib'srtrq wades shall not be tied directly to the truss bottom chord unless with an approved connector. All truss - to -truss metal connections to be speoltied by the designing engineer. The roof trusses shall be tied into the framework and the supporting wails so as to form an integral part of the whole structure. Temporary diagonal and sway bracing shall be used until all required Wooing and roof sheathing is installed. . FIREPLACES Masonry fireplaces are to be constructed to conform to all applicable portions of the /IBC, SBC and Code. Chimneys shall supped their own weight ' Thread specifically designed to support addllional loads. MI fireplaces are to be provided with tic ray fitting flue dampers and operated with a readily accessible manual or approved automatic control. An outside source of combustion air is to be provided with a minimum 0 square inch duct. Prefabricated fireplaoss, chimneys and relayed components to bear UL or COO seals of approval and to Metaled per manufacturer's specifications. Masonry hearths to 'Mend 20" in front of and 12" beyond each side of the fireplace mouth. AN fireplaces we to be provided with tight fitting tempered glass or metal doors. • LATIOK & IAoJS ?VRE►PRWEcTK?N noted otrowM., in«lwon to be ver the w«hinglon Mato Know co., e insulation hefts Mr b 1lt IrWMIM M Imp a 1" air Woe IM die wMMWN. The MANS Mm to M Aend 12" bow the bouillon. around Yon. Inaround #r showers end tubs. f� MsdM dl aeMIW � In *defier wails. facoslspb dl MraA4molmi bells. AN broil seems to be sealed wilt duet 4 tape. Friction M M non MwAdoMed bells end owed with wire days. Piping Nr hot miler hest •ystenM or continuously eiredM het war slIwN aro required b be MrliNbd with 11-5. 2 . . exterior joints and openings slid be wait °sulked, gadded or tweeter-stripped to limit air *skaw ihkampies of joiMs or opening, include: windows, doors, openings .between walls and foundations, between walls and roof and between wrN panels, openings at penetrations at utility services and aaosss panels into unheated spears. AN exterior doors, odor than are -need doors, shall be dared to limit air bakape around their perimeter when in a of led po No.. Doors between the maidens) and the garage are net considered `Aar -clsd' wan ugh they must carry a 3 nInute rating. 3. All exterior windows shall be designed to admit Ingham cn Into or from the building env lope. Sits-buill and Inti oak Map marls wooden .ass shell be weather-stripped, caulked, and made tight Igo . 4. Recessed lieht *ewes In ceilings of unhealed sic spews to Nmit air leakage. 4In sporsved v be en all weeder walls, on the wenn sire of all roof ideas are on the warm side of al !'ahem Oat are bath ailing and roof supped members. The net free area for Ms venNkal en may be 11110 or 11100 of the told attic are- provided a vapor fierier, haying a path ming . not 1, le Ir1Id on the vaerm side of the insublion. A 'fever of d nil (t Melt (MsAwr+e) or equivalent, areal be laid ewer the bee oath in all career spoon. The cover shelbil Wood 12" rrmirhhhluah $1 all seams mid saw/ iup the Nurrdpl sn wall to the v udsNS plate. 0. Nominal R -values are liar the wood fame assembles only or iassnibliss built in aadoordsnce with suction 001.1 ' 1. .Minimum requirements for rash option lister. Far s spupis, r a proposed design hoe a ;gleaning ratio to the oorld Honied loot was el' 18 N MeN seallply With all of the .requirements of the 11% gluing Moran (or tr llsr). Proposed designs Which cannot ' . sot the spells requiNMlP 1s of a Ned o llon erase may catbirds compNanes by 4 and 6 of this Code. • . 2. Requirement applies to all ceilings iiusapt single mid or joist vaulted ceilings. 'Adv' •deeotes Advanced Framing Coning. . 3. Requirement appaloosas only to single mica or joist vaulted callings. 4. Below grade weals shall be insubted **her on the wino, to c mktimum level of R-10, or on the Interior to tale Malls level as wad above gads. bawler insubdion healed on below grade well. shell be walsrirestrient mateolM, menufeetwed for lb intended use, ! babied esuerding to the menufa lwarls speollieelleas. see &W on 102.2 ' 5. . floors over awed speed or .ups to emirate Or ddrhdllio s. ' Required Web peArRelahr insulatlorl'il1idl be a wedK- essis*rrt males , manufactured for • Is intended UM, end inalsMed aceteding te l ver''S speolicallone. See Section 4.4 • • • -' r • . • 7. lee. donates 10 Nlthes on 'eerier nth howlers Modeled with • minknum of R4 insulation. . 4. This wall ineubelbn impalement dents' R-19 vest cerrribr Mediation plus R4 foam 'sheathing. • • .0. . Doom, indlurding.I ftns deers, shall be assIIned esker U-Iecloris from Table 10-0C. 10. wher•• a madman, glowing ones b !teed, the Wel IMO% ono (c.rribirhsd safe p us as • potent t at grass omillikited goer arse. Mel be bass than or squall to that ;value. Owrheed ging wi0►Uh#:r of ti$0.411 or les' it net kidded in gating area **tenons. • . 11 Overhead glaairhg , tare!:: how Waders datemined M Ikiseidime wire N1 100 or as .speviAed in fission 802.1.6. .: . • . :12. •tog and Intl r wells with • minimum avow flllohnees oaf 3.5! p, •Nompt from this impulsion requirement. 1)0QRS. wa+nCAVS • sK,rl�ot,,Ts to the sleds' or *orris the house to the ghee must hoe a min"im"um 38"X3S" landing within 2" of the door thseshi d. Arian" r risers and minimum r treads are required to all asps leading to the landings. All skylights and sky wells to be Iarltineled gills unless noted letherwise. Renal doom and lading doers Os to be double Marred tampered *Aft glass. AM gluing within ir elks floor or will M" of a dear swing is to br tempered ed a dy glees. Other locations for tempered glees are tub and showy ehadelstrres, glasMlg ell evoielsd with • guardrak and any window saes within N" of the star nosing or landings. ills built and 4nhilkvork shop biUNt wooden sashes are enompt flontinliltratien anions, but must be Riede tight : fitting and weather-stripped and ost Bedroom emergency epees window: minimum not clear opening IA 1 of 20"; nh,Nrhirnum net dear opening height of l'; minimum net deer opening of 6.7i0; n s durum finished SIN height sa/ 44" above finished floor. :Solid renal burning appliances include airtight stoves, *aplomb slows and smaller room heater :versions, factory built fireplaces, and flrrpMoe bleeds. AN solid *del burning appiimnoss shell °amply with the provisions of **JIM, . Each dwelling unit shall be provided with heeling Odle. opal* of maintaining a temporatum of 70 depose F. at a height of 3r above the floor in ell habitable rooms when the outside temperature is 30 degrees F. Fuel burning equipment boated within the building.nvaiope shall obtain combustion air from outdoors. AN imornmir Awesome deal be Mad and labeled by an approved agency and Maenad to menu datum's ape dens. Appliance intended for installation in dosses, ear me or confined epees' Mi be me Baled. No fuss burning .furnsoss shall be installed in a morn used, or dssipn.d to be used as a bedroom, ballroom, doeet or any enclosed spews with awes only thmugh swat mon or specs. No ; umsoe shill be installed in a specs isms Olen 12" wider then the f rrhacs or • of 3" .along the sides, beak and lop. 'Liquefied petroleum gas burning appliances shall not be installed in a pit, beeernent or similar bastion where treader than air gee might select. Appliances so fueled shah not be installed in an above grads under loor specs or basement unless such location Is provided with an approved mesons for mmov el of unburned See. Neallrsg and cooling equipment boated in a geregs and which generates a Mow, spa* or flame capsule of igniting liemmeble vapors shall be nnstiled with the pikes, butler's or healing c isnme* and .wWsites at least 18" above the *Amsted floor. AN air ducts passing from the asap to the modem* am to be oonstruded of deal net Wes than 0.01V thick and haw no openings into the genie. Warm -al' lumens installed in alias arhdkr srawNpsoas shall have ov a sired anuses for maintenance. AN 4adory -built g"ur"neys shell be instiNad per man s epesIAeedens. AN flues or chimneys for solid heel fireplaces Mall terminals minimum ed" higher than any roof or building structure twithin 10'«0". Vent connector" shell be indeed within the space or area in which the appliance is loaded and elhd be connected to a chain / or vent in Mush a ways M to maintain proper Add tens from all aambudiblss. Mtuatirhg and WAG equipment for kremiss residential OW be sired no greater then 100% of the design load. a r .....••••••••-• ••••••• • . ... - .. • • Al laiGreigag duels shall be of meal or factery.made air du complying with and M1e1IMed per the UMC. AN joint and seems shag be cubit*** sklig 1t. AN waiwt - ale duck in unhealed area are to h. is RJ Insulation. Al weer healers instilled in wages or other unhealed arse to have R -10 rigid insulation at ih• ' bees. Water Imam to be installed ir above connate slabs, tow pressure *eon valves 'h 4 terminate to the tartans 01 the slruolurr and haw seismic straps W SNSd lop and bottom of 1I n Wilk. . AN showers, tubs and le arenas to have 2.5gpr t now residers. AN toilets and wMsr de::ts to haw modrnum 1.111g flushes. • T� 1 PftE8CR1PT'IbE Ir01J1l��i Olt GROUP R OCCUPANCY COMM ZONE 1 • •• TAN A . . PRESCRIPTIVE RECIUtotEMENTS" FOR GROUP R OCCUPANCY CLIMATE ZONE 2 1 . • Minimum u'ugtsmsng for ice► option listed. For esempb, if a proposed design has a align vales to the ceediNceted floor area of 13%, Rah. Gerdy ware WI old* : requirements of the 1 tai glaring Mien (or higher). Reposed designs which tarhnot Meet the speciec requirements of a listed option Mime may Would* °emplanes by 4 or i of this Cods. 2. Requirement allies is all ceilings swept singes, miler or join vaulted esiil+hgs. 'Adv' isles Framed CMNrhg. • . 3. Aequirsment Maabbe only to single joist or tefter vaulted aullines. ' .4. 'below grade wails shell be insulated either on the ealarior to a minimum level of R -120, pr on the irNsrier to the same level as wails above grade. Exterior insulation installed on below grove wells shall be valor resistant materiel, mewu act ,uned for Ns intended use, Ierhd installed ascar'ding to the mar es apeoNi alions. . 5. 5 Plows over awl spate or surosed to ambient air condition r. 6. IRequinmd sib perimeter insulation shall be water mein ant ern. Aerial, manufactured for its Wended use, and Mhatalsd per the manufacturer's spesifcati terns. 7. Int. denotes standard banning 1e Inches on renter with head us insulated with a minimum R-5 insulation. 8. • This wall Insulation requirsrlhent denotes R -19 wail caviltr Inns., nation" plus R-5 foam 9. Dona►s, al Ills doors, shall be assigned default U -fait Mors from Table 104C. 10 • Where a maximum gluing area is Melad valeta! glazing are ► ( combined vertical with overhead ) as a parsed of gross condilkhnad floor are shell es lees then or equal to limit wallas. Overhead glazing with U- factor of 010.40 or Mess is nt t included in the gluing area Iirhnitallens. 11 Overhead gamine shah have Wasters delan ninsd In accords we with NFRC 100 or as specified in motion 502.1.5. 12 j..og and timber mils with a minimum average thickness of 3.5" am exempt from this Insulation requirament. 13. For Group R -1 Occupancy buildings over flue stories, See Table 0.2A and Table 8-28. I, f I I 1.! t : 111111111111OregIMMIN 11.1111101P ! REIRENENEINONIONIM "�-'� .'.ar."4 .1 La.. ".. ,l•.•, �-•0 ,1 '2'2•'. '*' 1111 re '. 2111 •.` . . ' I :... ~. ..: Li . ?. ' - II . • • ti ' , LwA.ii.,... 1 .w...►•. - -;.ALL A. '. NM NL A.. I•. fir...,. . '.%.111e. .114- CI E.. 1"".J .4 .i 1$ 8% ali .,. t .a .. • was .. • . . ..I: ... s a ..._a O. 1., r . - � .2112 11P13111 : 1'.. 1• i 1 ..►.i•.....o: - ►I•:.. , _.1 •.1r. a'. 1.1111111111111109.111( f! I. _. ft . ire :'� ∎.q• :-.•.j1,r/ '. y.:!r..4.. ,so l•.'..'! 1.:1'...-. :alt •1= r rr • .....i.•...•. 11 . +.. L. 1 ' -1111111111111111101181111111,1 IMMO • • • _'` --- FOR REV���pLIPACE. COoe OA 2.5 2406 city of i - w R io C 3u • P RECEIVED (The • DEC 0 8 2064 P/iApT CI** Mop, 1 i+ • cairns.. `11.3, pia .ti: �salert_..�.a. j.- ....Jf►.�... Lbw..•. w- .:+ ..- .. ww....».�.� . � » �: ri✓�G' ..', '�� M * .� ' �....�Ai. •'? .._ •.,; �:.�..�, � +r V .i. �L^ a yelp► ry.'..+ Vi a , (► <:rFrww•w*0r We ! We MINIONS Iv 18 18" DIA. X 8" THICK CONC. FOOTING W/2 - #4 BARS EACH WAY. POST & CONNECTION PER PLAN 0 l 24" DIA. X 12" THICK CONC. FOOTING W/2 - #4 BARS EACH WAY. ,POST & CONNECTION PER PLAN O 30" DIA. X 12" THICK CONC. FOOTING W/2 - #4 BARS EACH WAY ,POST & CONNECTION PER PLAN O 36 36" DIA. X 12" THICK CONC FOOTING W/2 - #4 BARS EACH WAY POST & CONNECTION PER PLAN Addition & Remodel 1292547thDrSE Everett, WA 98208 (425) 338 -7880 ar..r, ► 5 sow 44, 101 Dram pp FOOTING SCHEDULE 0 18 18" DIA. X 8" THICK CONC. FOOTING W/2 - #4 BARS EACH WAY. POST & CONNECTION PER PLAN 0 24 24" DIA. X 12" THICK CONC. FOOTING W/2 - #4 BARS EACH WAY. ,POST & CONNECTION PER PLAN O 30" DIA. X 12" THICK CONC. FOOTING W/2 - #4 BARS EACH WAY ,POST & CONNECTION PER PLAN O 36 36" DIA. X 12" THICK CONC FOOTING W/2 - #4 BARS EACH WAY POST & CONNECTION PER PLAN 1Q - M“.■ ■■ 6)(,."ktt7k... 4-1 FOUNDATION NOTES: hL c7MJ . 0,1 11 , 1 F S t 14 04 ,*ar SG LE 1 /4 1 � O T 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL 3 ALL WOOD IN CONTACT WITH CONC TO BE PRESSURE TREATED 4. INSTALL SIMPSON CONC. TO WOOD HOLDOWNS 1 -1/2" FROM CORNERS & WINDOW ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPECS. 5. STEP FOUNDATION PER SITE CONDITIONS 6. 2,000 P.S.F. ASSUMED SOIL BEARING CAPACITY SHALL BE VERIFIED IN FIELD 7. ALL WALLS SUPPORTING TWO FLOORS AND A ROOF TO BE 2X6 CONSTRUCTION. 8. SEE SHEET 1 FOR ADDITIONAL NOTES II --I -1 1L0 Q - 1111 v • •0 e -- 11° 0 I_ elf � tI tota d V-1,7 • II 62 - .3 ti 1 - Via a r r r 01.0 Ftz41.1r2.4. 1(;. 0 REVEbvED FOR CODE COMPLIANCE MAR 2 5 2005 City 6 tJILD1''r; ' / S!ON uP7 ii t o /to 1 474 4 F9 Dog—an-1 IS S I, 1 le 0 4 REVISIONS BY EXISTING: 720 S.F. EXISTING: 720 S.F. ADDITION: 122 S.F. ADDITION 583 S.F. TOTAL: 2145 S.F. AREA 705 S.F AREA: 392 S.F. GLAZING SUMMARY WINDOWS: 125 50 S.F. DOORS W/ >50% GLAZING: 0.00 S.F. SKYLIGHTS: 0.00 S.F TOTAL. 125.50 S.F ADDITION GLAZING %: 17.80 % wdw sf I flr sf ( %) VENTILATION SCHEDULE SEE 2003 WASHINGTON STATE INDOOR AIR QUALITY CODE Symbol Manufacturer, Model Number, or Equal. 4 . 1 'Nutone' QT 130 1.0 Sones 102 cfm @ 25 WG. • _ 130 cfm 10 WG. 4) . 2 'Nutone' OT 80 1.5 Sones 63 dm @ .25 WG. • 80 cfm a 10 WG. Notes: Addition & Remodel ,�2547thDrSE Everett, WA 98208 (425)338 -7880 Date xfi• 1 y 1 - seem As SHOWN Drawn VR/4 r K Job ZA . slider AREA SUMMARY BASEMENT MAIN FLOOR MAIN FLOOR UPPER FLOOR HEATED AREA TOTAL ADDITION EX GARAGE EXISTING: 720 S.F. EXISTING: 720 S.F. ADDITION: 122 S.F. ADDITION 583 S.F. TOTAL: 2145 S.F. AREA 705 S.F AREA: 392 S.F. GLAZING SUMMARY WINDOWS: 125 50 S.F. DOORS W/ >50% GLAZING: 0.00 S.F. SKYLIGHTS: 0.00 S.F TOTAL. 125.50 S.F ADDITION GLAZING %: 17.80 % wdw sf I flr sf ( %) VENTILATION SCHEDULE SEE 2003 WASHINGTON STATE INDOOR AIR QUALITY CODE Symbol Manufacturer, Model Number, or Equal. 4 . 1 'Nutone' QT 130 1.0 Sones 102 cfm @ 25 WG. • _ 130 cfm 10 WG. 4) . 2 'Nutone' OT 80 1.5 Sones 63 dm @ .25 WG. • 80 cfm a 10 WG. Notes: ' Use QT 130 (100 cfm mm.) 0 all kitchen fan. • Use QT 80 (50 dm min.) 0 all other locations. • All Fans to Vent to Outside 36" from Openings. • All Other Requirements of 2003 W.S.E.C./ VAIQ must be met. kitchen 1 6.00 3.00 MILGARD vinyl slider 5120 1/2" air yes 0.38 18.00 6.840 kitchen 1 3 00 3.00 MILGARD vinyl slider 5120 1/2" air yes 0.38 9.00 3.420 SIX IS ROM ma w► NMI 111111111111110118 • GLAZING SCHEDULE ROOM ,# OF WND; WND. W WND H. MANUF. (2) FRAME TYPE WDW. _ TYPE MODEL NO.(2)_ AIR GAP_ GAS (2) LO -E1 ( _ -VA L ( (2) AREA S.F. 1 (2) MAIN FLOOR bedroom 2 bedroom 2 bedroom 2 bedroom 3 bedroom 3 bedroom 3 bath 2 hall hall 2 1 2 1 SKYLIGHTS AND SKYWALLS AVG. U- VALUE= 2.50 4 00 MILGARD 2.50 4.00 MILGARD 2.50 2.50 MILGARD 2.50 4.00 MILGARD 2.50 2.50 MILGARD 2.50 4 00 MILGARD 2.00 3.00 MILGARD 2.50 4 00 MILGARD 2.50 400 MILGARD DOORS WITH MORE THAN 50% GLASS vinyl vinyl vinyl vinyl vinyl vinyl vinyl vinyl vinyl Noble Residence case fixed fixed case fixed fixed case case fixed GLAZING %: TOTAL 1 s HEATED AREA UA TOTAL (TOT 2� _ AREA TOTAL (TOT. 1) 5521 5320 5320 5521 5320 5320 5521 5521 5320 1/2" air 1/2" air 1/2" air 1/2" air 1/2" air 1/2" air 1/2" air 1/2" air yes yes 0.35 yes yes yes yes yes yes 0.36 0.35 0.36 0.35 0.35 0.36 0.36 1/2" air yes 0.35 10.00 3.500 DOORS WITH MORE THAN 50% GLASS- TOTAL: AVG. U -VALUE (VERTICAL GLASS): 125.50 705.00 45 30 125.50 (1) U- VALUES ARE OBTAINED FROM DCD APPROVED LIST. (OR NFRC CERTIFIED.) (2) REQUIRED IF USING CHAPTER 4 OR 5 COMPLIANCE OR IF THE INSTALLED GLAZING DOES NOT COMPLY WITH THE OPTION SELECTED IN W.S.E.C. TABLE 6-1 OR 6-2 Bedroom windows) EGRESS REQUIREMENTS R310.1 Emergency escape and rescue required. Basements with habitable space and every sleeping room shall have at least one operable emergency escape and rescue opening... Where emergency escape and rescue opening are provided they shall have a sill height of not more than 44 inches above the floor. R310.1.1 Minimum opening area. Al; emergency escape and rescue openings shall have a minimum net clear opening of 5.7 square feet. Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet. R310.1.2 Minimum opening height 24 inches. R310.1.3 Minimum opening width 20 inches. R310.2 Window wells: minimum 9 square feet horizontal area...minimum 36 inches horizontal projection and width. 20.00 10.00 6.25 20.00 6.25 10.00 10.00 SKYLIGHT TOTAL: AVG. U -VALUE (OVERHEAD GLASS): AREA 6.00 7.200 3.500 2.188 7.200 2.188 3.500 2.160 3.600 GLAZING TOTAL: 125.50 45.30 0.361 • UA t 125.501 45.301 TOTAL 1 TOTAL 2 S.F. s 0.18 a 17.80% S.F UA a 0.361 U -VALUE A t • 0 _4 cl lv -0" I � t q - 1 J' X ar VP-elf`( 4xiocr 4 t ----- tpst-4-" 3 y, " yl t, a. tiZIS 4 V. Ea Zvi ;IA 11' -10 ttel rI -Cat rj I 5Z si 7 1 h tL tr A PI -Co v�iP( WelP4 441 FLOOR PLAN NOTES: 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS & HEADERS < 6' -0" TO BE 4X10 DF #2 @ ALL WALLS, UNO. 3. PROVIDE SOLID BLOCKING OVER SUPPORTS 4. PROVIDE FIREBLOCKING © ALL PLUMBING PENETRATIONS 5. WINDOWS & DOORS ARE SHOWN & NOTED AS NOMINAL SIZES. 6. WINDOW HEADERS @ 6' -10" ABOVE FLOOR, U.N.O. 7. ALL WOOD IN CONTACT WITH CONC. TO BE PRESSURE TREATED. 8. NEW EXTERIOR WALLS TO BE 2x6 STUDS @ 16" 0.C., U.N O. 9 INSTALL SIMPSON CONC. TO WOOD HOLDOWNS 1 -1/2" FROM CORNERS & WINDOW ROUGH OPENINGS. ALSO SEE MANUFACTURER'S SPECS. 10. o INDICATES A POINT LOAD SUPPORTED BY (2) STUDS MIN.. U.N.O. 11. SMOKE DETECTORS TO BE 110V, INTERCONNECTED, W/ BATTERY BACKUP & CENTRALLY LOCATED IN EACH HABITABLE ROOM & AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING HEIGHT CHANGE GREATER THAN 24" 12. SEE SHEET 1 FOR ADDITIONAL NOTES. A C / PAteJ4 { - Z tz'-- (0'i Gf 4 2- M P I - Ca :WM 81111/1 4 - YI0 1)r 2 PI (� P P-49 _ ' N I'TTZ10( REVIEWED f'C'R CODE COMPL►NJCE MAR 2 5 2005 -- City U fi :1`7 w poL1 %t 4 REVISIONS BY 1 osez.gt£(sz.) Iepowej � uoi;ippy SOL86 VM '»�se3 _.. __ 3S �0 4iLI SZ6SL • D.» car, py 1 ,�¢' Stab A5 s1-vw Drown . ./. ✓. : M 1tz;13. FLOOR PLAN NOTES: 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & - CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS & HEADERS < 6' -0" TO BE 4X10 DF#2 @ ALL WALLS, UNO. 3. PROVIDE SOLID BLOCKING OVER SUPPORTS. 4. PROVIDE FIREBLOCKING @ ALL PLUMBING PENETRATIONS 6. WINDOWS & DOORS ARE SHOWN & NOTED AS NOMINAL SIZES. 6. WINDOW HEADERS @ 6' -10" ABOVE FLOOR, U.N.O. 7. ALL WOOD IN CONTACT WITH CONC. TO BE PRESSURE TREATED. 8. NEW EXTERIOR WALLS TO BE 2x6 STUDS © 16" O.C., U.N.O. 9. INSTALL SIMPSON CONC. TO WOOD HOLDOWNS 1 -1/2" FROM CORNERS & WINDOW ROUGH OPENINGS. ALSO SEE MANUFACTURER'S SPECS. 10. o INDICATES A POINT LOAD SUPPORTED BY (2) STUDS MIN., U.N.O. 11. SMOKE DETECTORS TO BE 110V, INTERCONNECTED, W/ BATTERY BACKUP & CENTRALLY LOCATED IN EACH HABITABLE ROOM & AN ADDITIONAL SMOKE DETECTOR SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING HEIGHT CHANGE GREATER THAN 24 ". 12. SEE SHEET 1 FOR ADDITIONAL NOTES. a 4 0 tithoTproirew #'44100 4 NIVISIONS IV C . 1 Wer;4 r 275.04 si. Req'd Birdblocking = Eave Ventilation Req'd = Provide : Ventilation Provided = 4.7 si./ If - 25% reduction = . 275.04 si. / 2 / si. per If. = 40 If. birdblocking. Ventilation = 141 si. is Greater than 3.53 si / If. 39.01 If. 141 si. 137.52 si. Req'd Upper Roof / Ridge Ventilation: Continious Ridge Vent = Upper Ventilation Req'd = Provide: Ventilation Provided = 12.00 si. per If. - 25% reduction = 275.04 si./ 2 / si. per linear foot = 16.0 If (min) Continious Ridge. Ventilation = 144.00 si. is Greater than 9.00 si each. 15.28 If. 144.00 si 137.52 si. Req'd - � 12925 47th Dr SE Addition � Remo Everett, WA 98208 • (42b) 338-7860 .. o...Cr l I eoreAS *OW DI-,' i f. /6.K Alb 100 6. 4Z of " soft ROOF VENTILATION Stick Framed Roof Assembly: Upper Floor Addition (Flat roof) Roof Area: 573 sf Ventilation Required: 573 sf. / 300 = Provide 1/2 Ventilation at Eaves, 1/2 above Midpoint/ 12" below Ridge 275.04 si. Req'd Birdblocking = Eave Ventilation Req'd = Provide : Ventilation Provided = 4.7 si./ If - 25% reduction = . 275.04 si. / 2 / si. per If. = 40 If. birdblocking. Ventilation = 141 si. is Greater than 3.53 si / If. 39.01 If. 141 si. 137.52 si. Req'd Upper Roof / Ridge Ventilation: Continious Ridge Vent = Upper Ventilation Req'd = Provide: Ventilation Provided = 12.00 si. per If. - 25% reduction = 275.04 si./ 2 / si. per linear foot = 16.0 If (min) Continious Ridge. Ventilation = 144.00 si. is Greater than 9.00 si each. 15.28 If. 144.00 si 137.52 si. Req'd Use : Use : 40 if. birdblocking. Ventilation = 16 if min Continious Ridgy. Ventilation G s 141 si. 144.00 Si. Total Ventilation Provided 21 285.00 s . IS REATER THAN : 275.04 sl. Req'd a. s • aeaw1/1w•. ANN ararmmw - e•. ,'lonlr.a.'r 4: • • • 1 Z " OJ--1, 7• F /._. 1/4 ,, Y I L- Co" C01451 4V Rlb - 117-4-- ROOF FRAMING NOTES: 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS & CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS & HEADERS TO BE 4x10 DF#2 © ALL WALLS 3. PROVIDE VENT BLOCKING OVER SUPPORTS. 4. ALL RAFTERS AND TRUSSES TO BE CONNECTED TO BEARING WALLS AND MEMBERS WITH SIMPSON A -35 OR H -1 TIES. 5. ALL RAFTERS FOR VAULTED CEILING TO BE 2x12 24 "o.c.,UNO. 6. ALL TRUSSES: - SHALL CARRY MANUFACTURER'S STAMP • SHALL BE INSTALLED & BRACED TO MANUFACTURER'S SPECIFICATIONS • SHALL HAVE DESIGN DETAILS & DRAWINGS ON SITE FOR FRAMING INSPECTION • SHALL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERING CALCULATIONS 7. SEE SHEET 1 FOR ADDITIONAL NOTES. • T L. ..r t •• Z':IZ �A�`T - EI S tram .. eviE R EQ FOR y cotRUANCE Wyk 2 toos Oty of 1uK +ta► dr PERU ' t voLle-m-1 . M 44 REVISIONS i BY • i. Addition &Remodel ,292547th Dr 3E Everett, WA 8820$ (425) 338 7880 Data Pea-.i Scale Omni D�� Jeb 2- Atv sn..t (1 o il Of i shoots 24 1•. INIIINTRO aw NO. , a..I CUD e*« *• a • • • • N 0 r J Ix • ELEVATION NOTES: 1. VERIFY SHEAR WALL NAILING & HOLDOWNS PER PLAN & SCHEDULE PRIOR TO INSTALLING SIDING 2. CAULK ALL EXTERIOR JOINTS & PENETRATIONS. 3. PROVIDE WEATHER STRIPPING & FLASHING AT ALL DOORS & WINDOWS. 4. PROVIDE GALVANIZED OR ANODIZED SHEET METAL FLASHING & COUNTERFLASHING @ ALL ROOF PENETRATIONS, CHIMNEYS, & SKYLIGHTS. 6. PROVIDE CONTINUOUS GUTTERS & DOWNSPOUTS © ALL EAVES, TYP. 6. SEE SHEET 1 FOR ADDITIONAL NOTES 49.,- I I d asur REVIEWED FOR CODE COMPLIANCE A te ,,,.,. .. , . •rr' MAR 2 5 2,005 --__ . cif i City BUILDING DIN Siff N 0 f; 2:34 PERMIT CENTER 1104- 43 y „/ , ;..,. ^„ ., ,. . ,wa- e. �. . M, Y•►• ...,.;.. IYi s Y':•...r1M ""`;rib '4M q REVISIONS BY Noble Residence D. Palmaffy Design I Dat•e-r" 16,7W4 Scale A MH'ww i Drawn P/ 4, , Job ZCJ.4Z sh... 7 . 7 as r�e 9 5614 wVIrwo ON NO. tom aimmaser. \ -4 --.- -� ..-- - - - ......o..,.11111111„ 8 vE FoC &MIL VI Q U F I E- cr 1'-0' C.4) ._FY 1Z (4- it 0 � x I4 - f7n1.7 r N ; UNd• fyiVASsick, 0 -50 I1 Ai t i :i 4 5 IS :err a 14 yz 5I0 1\16 FEE LE v4-no �� � PH4 - r- PAP EE oe _ t c p X - Z)“, CGN57 - IZ- Z1 III U L • kook F`r rif"61I11 FI Itaittez W•I ?ova C MIL. V is QUE114E istm-fe pve 1:7a:4J oc • 2 ,$T, 0" Ext�'r'I� Y,00 Nies, g ���v�N�E C REVIEWED FOR CODE COMPLIANCE Ci I t r 1V1 ON .... s..,,....,........... _ .. • MAR 2 5 2005