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HomeMy WebLinkAboutPermit D08-421 - DOAK HOMES - LOT AThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D08 -421 Doak Homes Lot A 12209 50th Avenue South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 124 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. DOAK HOMES -LOT A 12209 50 AV S D08 -421 Parcel No.: 0179001755 Address: 12209 50 AV S TUKW Suite No: Tenant: Name: DOAK HOMES INC - LOT A Address: 12209 50 AV S , TUKWILA WA Contact Person: Name: DARRYL DOAK JR Address: 11812 26 AV SW , BURIEN WA 98146 Phone: 206 - 403 -3611 Contractor: Name: DOAK HOMES INC. Address: 11812 26 AV SW , SEATTLE, WA 98146 Phone: 206 246 -6587 Contractor License No: DOAKHI *092NZ doc: IBC -10/06 CitAif Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: DOAK HOMES INC Address: 11812 26TH AVE SW , BURIEN WA 98146 Phone: DEVELOPMENT PERMIT Permit Number: D08 -421 Issue Date: 02/26/2009 Permit Expires On: 08/25/2009 Value of Construction: $254,620.12 Fees Collected: $37,107.89 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 22 Expiration Date: 08/13/2009 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2464 SQ FT SINGLE FAMILY HOME AND 425 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W/ SERVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE INCL. INFILTRATION W/ OVERFLOW, UNDERGROUNDING OF POWER, ALLENTOWN FLOOD CERTIFICATE, AND STREET USE. * * continued on next page ** D08 -421 Printed: 02 -26 -2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 40 c.y. Fill 40 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: I hereby certify that I have read and e - ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied 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 he pe rma ce of work. I am authorized to sign and obtain this development permit. ii Signature: doc: IBC -10/06 City deTukwila f Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us ( ,e4 Permit Number: DO8 -421 Issue Date: 02/26/2009 Permit Expires On: 08/25/2009 Date: Date: a- Print Name: /Q �iQ y G . c AiC i Ss, , 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. D08 -421 Printed: 02 -26 -2009 Parcel No.: 0179001755 Address: Suite No: Tenant: 12209 50 AV S TUKW 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 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: http: / /www.ci.tukwila.wa.us DOAK HOMES INC - LOT A PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -421 ISSUED 09/05/2008 02/26/2009 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: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 7: 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. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: 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. 12: 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. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. doc: Cond -10/06 D08 -421 Printed: 02 -26 -2009 • 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: http://www.ci.tukwila.wa.us 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 16: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 18: 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. 19: ** *FIRE DEPARTMENT CONDITIONS * ** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 22: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 23: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 24: Maximum grade for all projects is 15 %. 25: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 26: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 27: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 28: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 29: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 30: Contractor shall notify Public Works Development Engineer / Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 31: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. doc: Cond-10/06 D08 -421 Printed: 02 -26 -2009 • • 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: http: / /www.ci.tukwila.wa.us 32: Owner /Applicant must meet all requirements of the Allentown Flood Control Zone. Completion of Flood Control Zone elevation certificate required prior to final signoff by Public Works. 33: Finished floor elevation shall be verified with the Public Works Project Inspector, prior to start of construction on foundation for house; to comply with Allentown Flood Control Zone. FT elevation shall conform to the Elevation Certificate, by , dated . 34: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 35: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 36: Any material spilled onto any street shall be cleaned up immediately. 37: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 38: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 39: Owner /Applicant shall sign a Hold Harmless Agreement for work within the City right -of -way. 40: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 41: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 42: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 43: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 44: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. doc: Cond -10/06 * *continued on next page ** D08 -421 Printed: 02 -26 -2009 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 provision of any other work construction or the performance of work. Signature: • 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: http: / /www.ci.tukwila.wa.us Print Name: Th A K 54 I doc: Cond -10/06 D08 -421 Date: 2 esW007 ordinances governing or local laws regulating Printed: 02 -26 -2009 Parcel No.: 0179001755 Address: 12209 50 AV S TUKW Suite No: Applicant: DOAK HOMES INC - LOT A DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2464 SQ FT SINGLE FAMILY HOME AND 425 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER W/ SERVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE INCL. INFILTRATION W/ OVERFLOW, UNDERGROUNDING OF POWER, ALLENTOWN FLOOD CERTIFICATE, AND STREET USE. Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 5204e08 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $5,674.00 TOTAL WATER FEES: $6,274.00 doc: WTRMTR City Tukwila � Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us WATER METER INFORMATION METER #1 Permit Number: D08 -421 Issue Date: 02/26/2009 Permit Expires On: 08/25/2009 METER #2 METER #3 $0.00 $0.00 D08 -421 Printed: 02 -26 -2009 SITE LOCATION / 2 2_06f 5 ,t 1`' �5 &A Q, Property Owners Name: `` `' 7 Mailing Address: ( E 1 � - L. Site Address: Tenant Name: CONTACT PERSON who do we contact when your permit is ready to be issued Name: =�V ( L'�� Mailing Address: I 1 ( Z— e4 E -Mail Address:` �c:Ci « r1�� � () C) 1 1G t1 A C C GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: t c' — Z. �' Ut,, Contact Person: t l Lt / ( `0 t)rtk � r E -Mail Address: ,, t 3L0lL I coat Contractor Registration Number: D Cl �. ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: CITY OF TUKWIL Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tuk 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. Z 5 " ( sz 2 * *Please Print ** ENGINEER OF RECORD — All plans must be wet stamped by Engineer. of Record lq 92 t" Contact Person: I 1 4 1 r i e. T E -Mail Address: (J/ i e ve re/ ' 4� / �` . ectvli Q:\Applications\Forms- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh E - i�tC . o /r1 c4; I C c)'l1 I t ( --?J s . (c Building Pern..t No. 11)0S Permit No. I ' ''"�iW Plumbing /Gas Permit No. /2 Public Works Permit No. Project No.b (- (For office use only) King Co Assessor's Tax No.: 0 l / q - Suite Number: New Tenant: c r Day Telephone: ?()("' L / C' � - C � ' f k City State Zip Fax Number: j c 'z. (-1 b' -_-_ c'(r/ 6 eti City Day Telephone: 2 06- 2_4__( E. t' Fax Number: 2 E y �' / ( ((2 , e Expiration Date: cit Day Telephone: Fax Number: Ik T(Ci� r1If(e Floor: j .... Yes ts^1..No State Zip State Zip_ 72 state P I R 77 7£ 7735 1 6'77 257 9 7 1/ ?c (5' O7? City _ State Zip Day Telephone: c' ( ( C � j 7R Fax Number: y8 /t Page 1 of 6 I BUILDING PERMIT INFORM 01.TION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 1- Scope of Work (please provide detailed information): J Will there be new rack storage? ❑.... Yes Existing Building Valuation: $ [.. No If yes, a separate permit and plan submittal will be required. 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): 1�:) r,„J Floor area of principal dwelling: Floor area of 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: Compact: Handicap: Will there be a change in use? ❑ Yes Q No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm cgi None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:\Applications\Fonns- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New 1O` Type of Construction per IBC ` Type of Occupancy per IBC 1' Floor 2 " Floor 3r Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck I BUILDING PERMIT INFORM 01.TION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 1- Scope of Work (please provide detailed information): J Will there be new rack storage? ❑.... Yes Existing Building Valuation: $ [.. No If yes, a separate permit and plan submittal will be required. 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): 1�:) r,„J Floor area of principal dwelling: Floor area of 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: Compact: Handicap: Will there be a change in use? ❑ Yes Q No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm cgi None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:\Applications\Fonns- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Scope of Work (please provide detailed information): rb�r(k `��u- c'v c • 'I1,1 CQ/('(iv - c , r i1-E Sewer District '...Tukwila ❑ ...Sewer Use Certificate rl Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District .,.Tukwila ❑... Water District #125 ❑ ...Water Availability Provided (R" (taw) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -wa Use - No Disturbance A ...Construction/Excavation/Fill - Right -of -way ,,� Non Right -of -way )ii r< Cut cubic yards ...Total Fill `7 cubic yards Sanitary Side Sewer ❑ ...Cap or Remove Utilities Frontage Improvements ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water Permanent Water Meter Size... ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size Sewer Main Extension Publi ..Water Main Extension Public FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water 0.-. Sewer ❑ ... Sewage Treatment Monthly Service Billing to: Name: Water Meter Refund/Billing: Name: Mailing Address: Q:\Applications\Forrns- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Call before you Dig: 1- 800 - 424 -5555 ❑ .. Abandon Septic Tank ❑ Curb Cut Pavement Cut ❑ .. Looped Fire Line WO # WO # WO # Private Private ❑ .. Highline ❑... Va1Vue ❑ .. Renton 0... Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): Civil Plans (Maximum Paper Size — 22" x 34 ") ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report 0.-. Traffic Impact Analysis —T] ...Bond ❑ .. Insurance i ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) 0.-. Hold Harmless — (SAO) 0... Hold Harmless — (ROW) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ j . Work in Flood Zone v.. Storm Drainage Sze+ e0$ Number of Public Fire Hydrant(s) ❑ ...Renton ❑ ... Seattle ❑ .. Grease Interceptor 0 Channelization 42 rench Excavation Utility Undergrounding ❑...Deduct Water Meter Size Day Telephone: Mailing Address: City State Zip Day Telephone: City State Zip Page 3 of 6 Unit Type: Qty Unit Type: Qty Unit Type: ` Qty Boiler /Compressor: Qty Furnace <100K BTU I Air Handling Unit > 1,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace >I00K BTU Evaporator Coo Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation F. Connected to Single D t ` Thermostat f 1 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilatio;. System od /Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent I Hood ' d Duct Emerncy Generate' 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig /Cooling System In• nerator - Domestic Other Mehanical Equipment \ Air Handling Unit <10,000 CFM Incinerator — Comm /Ind MECHANICAL PERMIT INFO'"*MATION - 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: , • eVj e F (` VCt \ Mailing Address: r-(C,-'C r it Contact Person: ) t • l i C or ivit( E -Mail Address: i I'1 �`� �✓6 i � � 1 -t �f' L , • (( Contractor Registration Number: i�1TE: f j� 1 " b Valuation of Mechanical ork (contractor's bid price): $ CL - ) Scope of Work (please pro e detailed information): dI 1i( ) S� C� I11 Use: Residential: New ...:2 Replacement .... Commercial: New .... Replacement .... Fuel Type: Electric Q'Wpplications\Forms- Applications On Line \3 -2006 - Permit Application.doc Revised - . 9 -2006 bh City State Zip Day Telephone: Fax Number: t Expiration Date: 7/4 /t'& Gas .... Other: Indicate type of mechanical work being installed and the antity below: i`) 5 or Page 4 of 6 ANN PERMIT APPLICATION NOT,., — Applicable to all permits in this ap BUILDIN6.-OWNER : ' AUTHO Signature: i C Print Name: Mailing Address:( 1_ Date Application Accepted: t i-6`L5 GENT: sZ Q:\Applications\Fonns- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh 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. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Day Telephone: City Date: 2 _S6( f_ 1Y6 CA1 Zip State Date Application Expires: Staff Initials: Page 6 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath /shower Drinking fount -, or water\ cooler (per h d) Wash fountain Gas piping outlets Bidet Food -wast °.rinder, commer•,. `',� ' Receptor, indirect waste Clothes washer, domestic ( Floor •> .in Sinks i Dental unit, cuspidor Sho ' single head trap I , Urinals Dishwasher, domestic, with independent drain I L. <'.tory L I ater Closet \� 3 Building sewer or trailer park sewer + 1 ' ain water system — per drain (inside building) Wat- eater and /or vent r Additional medical gas inlets /outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent except for kitchen type grease interceptors Repair or alteration of water piping and /or water treating equipment Repair or teration of drainage :. vent ■ piping 1, Medical gas piping system serving one to five inlets /outlets for specific gas PLUMBING AND GAS PIPI ?PERMIT INFORMATION - 206 - 43670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: 2 -1 i , -✓1 ei" jt, `C- Contact Person: E -Mail Address: - 1(1111,);,,Ic; Contractor Registration Number: I 1/1 Liv i -*O 6 2. b i Valuation of Plumb ► _ work (contractor's bid price): $ Valuation of Gas Pipin work (contractor's bid price): $ S Scope of Work (please pr • 'de detailed information): Building Use (per Intl Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: C. f(/' Indicate type of plumbing fixtures and /or gas piping Q:\Applications\Forms- Applications On Line \3 -2006 - Permit Application.doe Revised: 9 -2006 bh Ct/y _ State Zip Day Telephone: 2 �- 7 7 C_ c C' co Fax Number: L j . 77C' 6( ?c, Expiration Date: lCb■1 5C(,V - cliCtf �t .2' /i (t 1 ' r1 ' ✓ "�� d - S h Sewer: tlets being installed and the quantity below: c r k Page 5 of 6 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001- 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 1 vl4 (56t) OTT � �a 1zzo 5o41 ,q S.) If you do not provide ontractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 4o cubic yards Enter total fill volume GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2008 40 Use the greater of the excavation and fill volumes. 1 PERMIT # 1 >O g 5 S0072 Soo 2.00 41 , 000 cubic yards 1,0 Use the following table to estimate the grading plan review and permit fee. $250 (1) $ /5o (4) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLWATION (1 +4 +5) $ +0 o i The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. (5) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 -1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for l 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) ylu& &-D ) 7. Pavement Mitigation Fee (4 ' ' $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2008 2 $ 1 50 t-° r (6) (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2008 — 12.31.2008 Total Fee 0.75 $600 $5674 $6274 1 $1100 $14,185 $15,285 1.5 $2400 $28,370 $30,770 2 $2800 $45,392 $48,192 3 $4400 $90,784 $95,184 4 $7800 $141,850 $149,650 6 $12500 $283,700 $296,200 r • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) — B. Flood Control Zone ($50) — C. Water Meter — Permanent* 6 o a — D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Ni Approved 09.25.02 Last Revised Jan. 2008 0.75" 2.5" $300 $1,000 Temporary Meter 3 • Total A through E $ 400 (9) 10. ADDITIONAL FEES NW- Z 13 A. Allentown Water r dinance 1777) $ 9 24'1 -- B. Allentown Sewer (Ordinance 1777) $ LS, boo V% C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ — F. Transportation Mitigation $ / of 3 8 8 i G. Other Fees ,,,$ S 4 eo 01 C mcAbE WAR Aua Total A through G $ Z.9 (10) (Rc. ) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 3b 1 3 5 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Parcel No.: 0179001755 Address: 12209 50 AV S TUKW Suite No: Applicant: DOAK HOMES INC - LOT A Receipt No.: Initials: User ID: Payee: R09 -00333 JEM 1165 ACCOUNT ITEM LIST: Description DOAK HOMES, INC. TRANSACTION LIST: Type Method Descriptio Payment Check 5820 BUILDING - RES CASCADE WATER ALLIANCE FIRE IMPACT FEES PARK IMPACT FEES PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW SEWER - ALLENTOWN /RYAN STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER - ALLENTOWN /RYAN WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 37,107.89 Account Code Current Pmts 000/322.100 640.237.500 304.345.852 301.345.851 cn.o3v 402/379.004 640.237.114 104.367.120 401/379.004 401/379.002 401/342.400 401.245.100 401/343.405 TO' LLg' 8$ sPIJTId -Jay40 - "Id r4 Tauad t33g doc: Receiot -06 t U t 61 i Ja L ?i i L T i 0 T- 1 08a06i i RECEIPT Amount -21 6,005.00✓ 922.00✓ 1,426.00✓ 44,00 250.00 15 -0-rA 0 1 0 .00 15,600.00✓ 4.50✓ 1,013.88/ 8,5'71:614/ 0 15.00•/ 490 .00../ 25.00/ Total: $37,107.89 0905001 -1 0015 02/27/2009 001 101 DCD Permits Plus - General Fund $2,969.50 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: D08 -421 APPROVED 09/05/2008 $37,107.89 02/26/2009 01:48 PM $0.00 bhp C-t N .- zzekOV= '2_, 36, 00O.34S.cbgb V64.07) cam. 34z.4O 3, Sib rumetAWA aMcu,i,15 Printed: 02 -26 -2009 Pro' ct: A i M7ft76.S -.LAC Type of Ins ction: F/ N L A ress: /2245 SC, /9uS Date Called: Special Instructions: / Date Wanted: Requester: Phone No: r INSPECTION RECORD Retain a copy with permit Dog - 9 2 ( PETIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. COMMENTS: / f41r1 (7 1., /i J ( 61.00 REINSPECTION FEE • QUIR ED for to inspection, fee must be d at 6300 Southcenter Blv. , Suit all to schedule reinspection. r Suite 0.0 Date: 1— 2-7 Receipt No.: 'Date: V Approved per applicable codes. Corrections required prior to approval. 3 Prot' ?o Type ofr pectioni .r, A,A. p% AAA anf Address: 1 Date Called: Special Instructions: 1 rte f( \( r p - 1 A Date Wanted: I ....'S ' j '` (a V J Requester: Phone No: 3 (0 /' INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: (Date: 11 1/51 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be • paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: DOA 64 Homes INC. Type of Inspection: t=I►..l Address: 1 220Ci 56 Au S. Date Called: Special Instructions: Date Wanted: I l /18 i oci a.m. Q Requester: Phone No: .2. 0 6 -1-lo 3 - 3 6i /6 INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION !r4 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. El Approved per applicable codes. ® Corrections required prior to approval. COMMENTS: 6 ?) "2-147,# '71 — 4/0A.44 spect Date: REINSPECTION FEE MIRED. Po r to inspection, fee must be at 6300 Southcenter Blvd., Suite 10 Call to schedule reinspection. R- • €ipt No.: Date: Project: co t S Type of Inspection: (AM i t ALCZi 1-. Address: I2.2m 50 Av S Date Called: Special Instructions: Date Wanted: I t I r 3 (O G a. p .m. Requester: Phone No: a) - yo3 -3e,I ( Ij 179.,k pproved per applicable codes. D08-yz f INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION v /4 ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: 7-A67 Alfii)/444../ 1 IDate / / 1 El $ i REINSPECTION FEEEQUIRED. Prior to inspection, fee must be p t 6300 Southcenter B lv ., Suite 100. Call to s edule reinspection. Receipt No.: Date: Projec ti l d� t` �'�i � Type 1 l Inspection: 1 IQ c, • C�a �. Address: Date Called: Special Instructions: Date Wanted: "S— "Z 0 a.m priii. Requester: Phone No: INSPECTION RECORD Retain a copy with permit 1 INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 2 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: I nspect Datc 0 REINSPECTION F E REQUIRED. rior to inspection, fee must be at 6300 Southcenter Blvd., Suite 10 . Call to schedule reinspection. Re ei,t No.: 'Date: Pro ho 0 [( _ Ate Type of Inspection: 6 Address: .� 224 1 50 Sc - Date Called: l Special Instructions: LOT "A 'C / i"� Date Wanted: , „a.m.:: p.m. Requester: Requester: Phone c - 3') 2 _ Z2.4EN 0 I 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 i2v D O -42 PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Insp ctor: a&A /t44 Date: ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: .J' 'Date: .' ?�«3•�grt�,� eras - s ,.� ;:;:v �_;�.. Project: ad Al) �t Q S Type of Inspection:/ b- M ' r` Address: -, A6 121,09 56 Av6_ .. Date Called: 7 Special Instructions: Date Wanted: 23 -0q ta:m. Requester: Phone No; 6 ` 3 77.- -Z ZYU PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. INSPECTION RECORD Retain a copy with permit rj j Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: G . S Fps P 4' (J\-t' ( -0 r p Inspect r: b.ufr Date: 7 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: 7 COMMENTS: Type of Inspection: f- p. Atli I N G (7) A A u,--; f 14-4 Gcs4 / Address: t27-oc 5 0 Av'5 2 7; k; fi e .., ti r � , Special Instructions: . Date Wanted: -7 - 15- ( a - m p.m. 4 /`)_4(,_, t A-e Z.- 0 /leA__ , .)it hA S 6 064 ,t AM v /I ie✓: J SAS D2C.YlJA , 41) GavJfr- ,'r trim" re- J � 1 //\A b -Q C� 4 )0/0 / 4) v P_ e id _ J / 0 1 6 6 -out/ Ai - --rer I n /1-1 /-7 b./1a tt e : j ", / A Pro' &YA EL 14ontig.A. Type of Inspection: f- p. Atli I N G Address: t27-oc 5 0 Av'5 Date Called: Special Instructions: . Date Wanted: -7 - 15- ( a - m p.m. Requester: Phone No: el. o(,, - 372 - 0Z3() INSPECTION RECORD Retain a copy with permit INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Do -LIZ t PERMIT NO. (106)431 -36 Approved per applicable codes. orrections required prior to approval. Inspect t Date f s'' 6 / $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: x COMMENTS: iv, o J fit{ , c 4 I-A,' f v k_ Y l� Li J A.1-1 0 l 0t r ezrN., r6 *- N) L.-6d. wit Tr su(k-i ('', Date Wanted: d .m. -(C7'v m. (.-- '1 ZA n& l-la di- 7.& Phone No: 7 /3 L 3'72 —Z a A ceA s `/ O J 4-( (e.k ) . A Q �� ,'\ 2 k fr As I e..4 ( v AT $ `r4 ("k [Ai (I .112 ' . e :(.1 A La ce.5 {k' ) L.. L` '1 c e el W .• li I `.f Project: Type of Inspection: , Address r2 9 So ku- Date Called: r� ( kr -, J A Special Instructions: <� \( _ Date Wanted: d .m. -(C7'v m. Requester: Phone No: 7 /3 L 3'72 —Z a ( t� Approved per applicable codes. INSPECTION RECORD Retain a copy with permit )68 -4 a( PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 orrections required prior to approval. Inspector: ❑ $60.00 REINSPECTION FEE REQUIRED. P9ior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: eNs-C.\ A ( JJ J d.../ 0 K._ -f-_-_ I . A J ,, ` AI -- - ktJ lE tea--- 6 le A '? ci (4 ( 0ti ; '1 I /As 1 l P tU A. � N i Project: Type of Inspection: , Address: I Z? o i 4 56 AU K r. Date Called: 6 1/4 , A..41 1 Special Instructions: Date Wanted: co , w,_ V f .� any Requester: Phone No 7,1)(0 ' 3'12 -22V INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 12 - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 ❑ Approved per applicable codes. Ei Corrections required prior to approval. Inspecto( Date: - t ` l � ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: * Proj 1 01 . I ( Type of Inspection: , tl Address: Gj ,� (2`1•(1 t .36 r . S. -- ate Called: A 6 I,; /, 6, Special Instructions: lk ) r 1 14- Date Wanted: z a.m. Requester: Phone No: 1,6 L - 3 —2 1) i INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION f 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 1 Date:5 Z' _ t - EJ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: eeeboadsr .s �.tAY. evea.aS47a Project: J Type of lnspe lion: Address: 1 - 1 Oa S Date Called: _ Special Instructions: Date Wanted: Sr c `( b ' 4 1 a .m. P.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. te- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspects Date: ....- �'���[ � f1` ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 COMMENTS: p Arsi A4 p j A( � 1" Address: 3 (71a S&J ftuL f Date Called: ' TO ■.(p8.< & (Ni) Al -14-,U4 eJ G Ai- 1 1 [v r LP N\ \ "? T' - ._ Si)--e.s t i ,'P t -� Aer , Airt � I N t . " • a ? eA ,- y b -G P ?� in ee .r) , "..rif S f rd, pr rc A- e._ m . ." . r mi_ ft-..- k -ei C Pro ec r I) � Ps / � }� Type of s ecti n: In � SK C � 1" Address: 3 (71a S&J ftuL f Date Called: Special Instructions: Date Wanted: rag: p.m. Requester: Phone No:, V F- INSPECTION NO. Ell Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. 7 Inspector: Date: c (.51/Zs 1 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.,-Suite 100. Call to schedule reinspection. COMMENTS: 11) M; S S , r iS ,A(11 (S 14 SSITI S uy14.t: !� `- J 0 I)-6Q PJr! A- 31 (e) - rj %Jr 6,4,/,- S6, eA l iMel 5 Fedr fl A • a. (pii1 f 66 fA n mdrro o I0l't" i) re , &S pea . Phone No: cP.0 3 72 -2.g& Project: .B4 X NO/W.5 2ite /JT4 Type of Inspection: 6i,/// sit-444444,--94. Address: /22a9 5d 4u 5 Date Called: Special Instructions: Date Wanted: —may ds a. Requester: Phone No: cP.0 3 72 -2.g& i— INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. -- Inspectq'r: V Date: _ d ri $60.00 REINSPECTION FEE REQ IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., S ite 100. Call to schedule reinspection. Receipt No.: !Date: COMMENTS: p A i o , 4 d,v, 1 ,fr,. m it, a 0 /z , A4 /p- I /,.0.. /4. J; , - 1 /�/J /' // &,..,- /� 67/ r r lA ..v � , //O Ave Y e `' // / d r A-__,_ !r 'J j��e / is y_ . Date Wanted: -5 , '‘- a.m. oq p.m. Requester: PrtZt v � me 5 , J � , ,‘ K. Type o z n i Address: Tl ittR 56 i ► S Date Called: Special Instructions: Date Wanted: -5 , '‘- a.m. oq p.m. Requester: Phone No: 24 - 392 2240 PRAT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- INSPECTION NO. ❑ Approved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit 'Date: ri $60.00 R SPECTION FEg REQUIRED. Prior to inspection, fee must be paid at 00 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Pr • t: ^ "NO 1 I amcC., - L Typ • of Inspec 'on: _ - i JG - ' . o/ gdts209 so iila c Date Called: Special Instructions: Date ,Waned; 1 4e _ 3 U m. Requester: Ph Rio: u 3 t I INSPECTION RECORD Retain a copy with permit INSPE ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. 1 (206)431 -3670 X Approved per applicable codes. Corrections required prior to approval. C O MENTS: $60 REINSPECTION E REQUI • ' D. Prior to inspection, fee ust be pai o : t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Dat Date: d Project: 8 14 14. t-. o »& c Type of Inspection: r- oofr,N‘, ifrglNC.,, Address: i2zvc, so A v Date Called: Special Instructions: Date Wanted: �^� -30 1 Requester: Phone No: 7-06- qd3- 3 Gc l INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: Inspect P Receipt No.: INSPECTION RECORD Retain a copy with permit t El Corrections required prior to approval. Date: 3- SO- d) .00 REINSPECTION FEE • EQUIRED.' to inspection, fee must be id at 6300 Southcenter Blv•., Suite 100. Call to schedule reinspection. Date: D 8 PERMIT NO. Project: /) //4 Mr/ VC Type of Inspection: . T-717/.1//4 /Alm/ Address: i2,2os 50 /bus Date Called: Special Instructions: Date Wanted: a. — /E — a 5 c Requester: Phone No: 372 - -7.-50 0��7 INSPECTION NO. IN SPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION �- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 CO ENTS: Approved per applicable codes. ❑ Corrections required prior to approval. Inspec r: dr i ✓gyp `" e) r1-gGt , 1i v aid at 6300 Southcenter Blvd., Sy R'ceipt No.: Date: I4{3 - E PERMIT NO. Data;, 0.00 REINSPECTIONJEE REQUII D. Prior to inspection, fe must be e 100. Call to schedule r Inspection. COMMENTS: oi c._ --- F-0 ? 3 i.f ie. ---- '.:.__?* (-,/ Jt, 46 / 1 7 f ) -"" , 1-t 0/) /:4.7.-. Y)6 M J J, `v ( TLJ D .P.o l ' Y4 f rl 6 r-fd 41 - Al.-(e - GJ .ri f n: e J [ / ,ti a.m. „.. 7 Proje d A /Z. /10.4f(.. Type of Ipection: / — p O /Ai L Address: /2265 ,tea 441 Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: ..106- ` 6// INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. / )jvv L / Corrections required prior to approval. r^. InspegEor: Date: ? 11 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • Project: Ur� Type of Inspection: F t 1 �� ( � V Address: 7-0 e` i /- - J• Date Called: / 242 /U Special Instructions: / v Date Wanted: h I r a.m. p.m. Requeste k J4 Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit .D 0 2-1 PERMIT NO. El Corrections required prior to approval. COMMENTS: //2- P2. G 6.47-041(41.( (./.." 1/?_ cit T.L-ct't Inspector: f W Date: //2-9/ El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of In ectio l /y Mdress:� � a (J�I s Date Calle I � /0 Special Instructions: — bl#(i /1 cI -tCJ r. 4 FI0o4 2ono, C - -fro t 1en s - ;160/9_ 4 - . ' e h 4 ifif, r o ,ie k -t"v n 0-C (oat/ / evt 4- P " . t k4-1 c -or iu&' r v) r. - vtm...6A - ftiev.t of Pe /141 v mark (Ort u P 1¶ lC R oject: tibtrYla Inc . -14-A Type of In ectio l /y Mdress:� � a (J�I s Date Calle I � /0 Special Instructions: Date Wanted/ a . ! Sj/O p.m. / Reque ter: II . 1 1 ' i 1 PhoMp - y'•3 3( // 7LA Sc)' unp INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 bog - 91i PERMIT NO. (206)431 -3670 El Corrections required prior to approval. Inspector: "DS Date: t J S 1 ( O El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: • .. .. .' Y. '0,061k_'i' _ L -' 11 Cce. nsw11a-1h- -. Project;,_ � I-1* e a vn Type of Inspection: 5p ` f J5 � Address: 1 SV 4 5 Date Ca g1 to ak Special Instructions: Date Wanted' q rico ( `i p.m Requester: Phone No: 51) 455 INSPECTION RECORD Retain a copy with permit 1)0% 1 -12.1 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. O Corrections required prior to approval. COMMENTS: F A1c. Inspector: D ., ) I Date: 8, r 2. co !o1 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Pr ect: / Cc.K` O'e Type of Ins ectiioon w Address: Od ioo st) e_S Date Called: (� o D� Special Instructions: r .S Date antedt tteS oL /09 /O1 p / C7 1 U K aid r ° Re Phone No: ? e x 5 / 0 3 - 4 i / INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: Inspector: GAJ Date: b/w El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: Type of Inspecti Qn: , Address /0 ' O e S N4" re..... Copper service, - t p e'o' 1i, 4 gu - 1, ..1 . yvlc.In . Servi c� WtA i v bone e A (. .kr0' P S'd P S . !?K +a bc4c t t ;(I . YVIc+ ( box (i i (I I.e. ; e' CA f 4-, !al c r da-fe - Prot: ' k � Type of Inspecti Qn: , Address /0 ' O e S Date Called: 0 `l /olio 9 Special Instructions: Date Wanted: o/ /,a/oq a c Requester: Lr ( I - Tr Phone No: ,Z0G y0.3 INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: S (Date: A / f o / O q El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at;6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: (Date: COMMENTS: — SA 04 Ogr ; A 4 5 ick-(1541S - Ok. 4 k ck ;((. Address: WO/ 50 ,4 ✓c S Date Called: 03b6/0/ Special Instructions: att. u rl G 2:0 i (- { 70 SSi 1i/ e Date Wanted: a.3/) 7 //// — 1 3tA1 1-1' per CIA s*IA; kS. It- 4-er f( t a �� � , 0 iAfu p. i e e) �- l!y __Y --r Ot 4-V bQGk • ;Yi ice i Phone No: oC. 37) -0 c ProjNA. - h p f 4 Type of SSS Address: WO/ 50 ,4 ✓c S Date Called: 03b6/0/ Special Instructions: att. u rl G 2:0 i (- { 70 SSi 1i/ e Date Wanted: a.3/) 7 //// a p .m. Requester: 01-1.1 / `-,_ / Phone No: oC. 37) -0 c INSPECTION RECORD Retain a copy with permit Da- y; PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: e7 Date: / r 1 2 0(_ ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be • paid at )5300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: V10a, L lAa,u. , ►Z - 2.0q S Sprinklers: r1 O 1-ype of Inspection: (e...-e ( ICI fe_ C ,1 r / 1-- Address: it-L.09 Suite #: — ©` A -- S Contact Person: 1) ,IL r t ,11 10 U4 L_ S Special Instructions: Pre -Fire: tit U Permits: Phone No.: Z.0 (— 4/03-.36 // Nedds Shift Inspection: n Sprinklers: r1 O Fire Alarm: U Hood & Duct: ‘,, a Monitor: v.. Pre -Fire: tit U Permits: _ __ Occupancy Type: VCit'R"' Yet:.:'°_°..-. ��. �JVC4t��irK�iY .':i•�'�?:si= .3+ti$+�M._ +�Y{4!k a4A S. Yf. a± , a=: .* FS' rkir.; tvi.! c, S' w. n:.,. urttu: 3`! :yt+.3- ".st_�K+.l�.t;�t3S�rr - ,w z 444 Andover Park East, Tukwila, Wa. 98188', 206- 575 -4407 COMMENTS: fZe c.114-0,1 F \R-a �� r .,/ INSPECTION NUMBER pproved per applicable codes. Inspector: v A 5" �( Date: �. Hrs.: $80.00 REIN' ECTION FEE REQUIRED. You will receive an invoice from he City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc - • a INSPECTION'. RECORD "Regain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 1/13/06 1 Corrections required prior to approval. PERMIT NUMBERS T.F.D. Form F.P. 113 uP- 61. NFIP Community Name & Community Number B2. County Name B3. State Tukwila 530091 King Washington B4. Map /Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 53033C0957 F Date Effective /Revised Date Zone(s) AO, use base flood depth) 5/16/1995 City of Tukwila 10.4' "Flood Prone" U.S. DEPARTMENT OF HOMELAND SECURITY • Federal Emergency Management Agency ' National Flood Insurance Program Al. Building Owner's Name Doak Homes, Inc. City Tukwila State WA ZIP Code 98178 a) b) c) d) Signature Square footage of crawlspace or enclosure(s) No. of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade Total net area of flood openings in A8.b Engineered flood openings? ❑ Yes ® No Address 14525 148th Ave NE Ste 132 FEMA Form 81 -31, Mar 09 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -9. SECTION A - PROPERTY INFORMATION A2. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 12209 50th Ave S. A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot A, Tukwila BLA Number L08042 as recorded under recording number 20080925900008, records of King County, Washington. A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) Residential A5. Latitude /Longitude: Lat. Long. Horizontal Datum: ® NAD 1927 El NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 9 A8. For a building with a crawlspace or enclosure(s): 1099 sq ft 11 1037 sq in A9. For a building with an attached garage: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B10. Indicate the source of he Base Flood Elevation (BFE) data or base flood depth entered in Item B9. a) Square footage of attached garage 405 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ® No ❑ Other (Describe) ❑ FIS Profile ❑ FIRM ® Community Determined B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date ❑ CBRS ❑ OPA ❑ NAVD 1988 ❑ Other (Describe) SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR /A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized FIRM Vertical Datum 18.76 (NAVD 1929) Conversion /Comments Base Flood Elevation = 10.4'per City of Tukwila Bulletin A8 dated 03/03/2000 Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 14.95 b) Top of the next higher floor 24.95 c) Bottom of the lowest horizontal structural member (V Zones only) 13.45 d) Attached garage (top of slab) 13.37 e) Lowest elevation of machinery or equipment servicing the building 13.7 (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 11.1 g) Highest adjacent (finished) grade next to building (HAG) 11.1 h) Lowest adjacent grade at lowest elevation of deck or stairs, including 11.1 structural support Certifier's Name Timothy L Schriever License Number 22594 Title Professional Land Surveyor Company Name Alliant Engineering & Land Surveying, Inc See reverse side for continuation. ® feet ❑ meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) 0 feet ❑ meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) ® feet ❑ ® feet ❑ ® feet ❑ meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevatio information. f certify that the information on this Certificate represents my best efforts to interpret the data available.! understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.0 Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes ® No OMB No. 1660 -0008 Expires March 31, 2012 ❑ yes O No City Woodinville State WA ZIP Code 98072 Date 01/25/2010 Telephone 425 - 485 -1083 NMI ONA L Lov , 1 t 2 -r7" 16 1 0 - Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. • Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 12209 50th Ave S. City Tukwila State WA ZIP Code 98178 Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments A WSDOT monument HC17 -3 is located on the sidewalk near the southeast corner of the South 129th Street bridge cover State Road 5 with an elevation of 117.73' (NAVD 88). Z� d Signature /� Date SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items El -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is 14.95 Z feet ❑ meters Z above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is 14.95 Z feet ❑ meters ® above or ❑ below the LAG. E2. For Building Diagrams 6 -9 with permanent flood openings provided in Section A Items 8 and /or 9 (see pages 8 -9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is 24.95 Z feet ❑ meters Z above or ❑ below the HAG. E3. Attached garage (top of slab) is 13.37 Z feet 0 meters Z above or ❑ below the HAG. E4. Top of platform of machinery and /or equipment servicing the building is 13.7 Z feet ❑ meters Z above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Z Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Doak Homes, Inc. Address 11812 26th Avenue SW Signature Comments ❑ Check here if attachments The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G9) is provided for community floodplain management purposes. G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G4. Permit Number G7. This permit has been issued for: Z New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments FEMA Form 81 -31, Mar 09 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION City Burien State WA ZIP Code 98146 Date Telephone 206 - 403 -3611 SECTION G - COMMUNITY INFORMATION (OPTIONAL) Title Telephone Date Eo'r,Insu�ance:CompariylJse'•: r; 5 Policy'Number. k;Gompapy '.;: ❑ Check here if attachments ❑ Check here if attachments Replaces all previous editions SEPTr24$ 100.00' 10' DC. UIUTY EASEIENT DRAINAGE 3r-4' P%C s.taoaaE BENCHM CB1 (E GRATE IE(1 2") IE(6 "): AS —BUILT BUILDING ELEVATIONS LOTS A AND B, TUI{WILA BLA NO. LO /-PRCPERTYKtRY TE LUT Q DR*4s SED1 iP EEOSi11G cONTGUR d PRGOOSED LOT DIES FINNED C UNI CTYP) �1Y ROOF OVER NANO 100: LOT A EXISTING. RESIDENCE MAIN FF: 14.95 GARAGE HI /LOW: 13.37/13.70 CRAWLSPACE FF: 11.95 SCA1 1"=20' BASIS OF EARINGS: PLAT OF ALLENTOWN TO THE CITY OF SEATTLE. PLAT VOL. 12 P100 DATUM: MEAN SEA LEVEL (NAVD1929) BM1: FIRM RM143 ELEV. 18.76 (NAVD 1929) BM2: WSDOT HC17 -3 ELEV. 117.73 (NAVD 88) BASE FLOOD ELEV. 10.4 PER CITY OF TUKWILA 100.00' 55.00' 48 -0 4' P1R. FOOTING GRAN 5.2.00.{ OF MIN. PROPOSED RESIDENCE MAIN FF: 15.36 GARAGE HI /LOW: 13.56/13.89 CRAWLSPACE FF: 11.4 LO'1'13 St1Y1T24 \GCff Ut4 LOT A: TAX PARCEL NO. ADDRESS: 12209 LOT B: TAX PARCEL NO. ADDRESS: 12211 0179001755 50TH AVENUE S. 0179001756 50TH AVENUE S. 042 COSTING GAS 100$1.10 TUKWILA, WA TUKWILA, WA 98178 Eg10 RK STING) IM: 12.48 7.81 7.31 a) 0 0 \ POMER Po S 0 \ \ "' " ,' SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) EXPOSURE 30 PSF 85 MPH B SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER <15% NONE NONE 6 2006 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERIN 'FOR: DOAK HOMES PLAN: 2464 SITE: DOAK HOMES 50TH AVE LOT D TUKWILA, WA TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE t: C yowls ,w.,m al SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY (IBC) SEISMIC DESIGN CATEGORY D SOIL PROFILE D OCCUPANCY CATEGORY II aL & u��vs�v t LOARU _.3 -JOIST 7L� .r• CORRECTION LTRILA_„2,- R o teA ns 0 .1 ea asaa as tO891i John Hodge, P.E. 2601 Jahn Ave. N.W. Suite A-I Gig Harbor, WA 98335 Phones (253)857 -7055 Fax (253)857 -7599 PROJECT NUMBER 4. JA 21 2009 8.0015 DATE 09 -25-08 RECEIVED JAN 08 2009 PERMIT CENTEF ORIGINAL STAMP MUST B :4D • BE VALID HODGE ENGTh EERNG,, N DO NOT ACCEPT FOR PERM WLE86 AN cmciNAL RED 6EAL DO NOT ACCEPT COPY Hodge engineenng Inc. Engineering Calculations Package For Plans Examiner All load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used to determine the structural members and lateral bracing of the engineering sheets. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or gravity load engineering. Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements. These elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks - software.com 800 - 844 - 1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF &PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two- family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Lateral modeling was completed on a full featured modeling program that is the standard in the wood industry and not on a piecemeal spreadsheet but Seismic: Seismic load engineering follows the ASCE 7 -05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7 -05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7 -05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed and wind speed up factor KZt if applicable. This loading is applied to surfaces of the structure as modeled. Total loading for each shear line, wall line, and full height shearwall is determined. Required shear strength for each shearwall is calculated and sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor and dead load are not adequate to resist overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2006 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. IBC Occupancy Category II - All others Design Code Wind Standard Seismic Standard IBC 2003 ASCE 7 - 02 All heights ASCE 7 - 02 Wind Capacity Increase Shear C &C Panels 1.40 1.60 Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Duration Factor 1.60 Nail Withdrawal Modification Temperature Moisture Content Range Fabrication Service T< =100F Dry Dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.33 Wind 3.5 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Seismic Wind Seismic Blocked Unblocked 3.5 - - - - - Length - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold - down Forces: Based on applied shearline force N -S 0.167s 0.167s 0.201s Seismic Materials: Ignore gypsum for exterior walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment IBC Occupancy Category II - All others ASCE 7 Equivalent Category II - All others Hodge Engineering 2601 Jahn Ave Suite A -1 Gig Harbor, WA 98335 253 -857 -7055 Wind ASCE 7 - 02 General analytic method for all bldgs Seismic ASCE 7 - 02 Equivalent lateral force procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Use Group I Design Category D Site Profile Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1: 0.600g Ss:1.400g Fundamental Period E -W T Used 0.167s Approximate Ta 0.167s Maximum T 0.201s N -S 0.167s 0.167s 0.201s - - Response Factor R 6.50 6.50 Company Project Hodge Engineering 2601 Jahn Ave Suite A -1 Gig Harbor, WA 98335 253 -857 -7055 2464 - Lateral Exposure B Seismic Zone D 2006 IBC Lateral Analysis.wsr DESIGN SETTINGS SITE INFORMATION WoodWorks® Shearwalls COMPANY AND PROJECT INFORMATION WoodWorks® Shearwalls 7.01 Project Information SOFTWARE FOR WOOD DESIGN Jan. 30, 2008 13:01:08 Level 2 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw 0.0 0.0 X12 `4� WoodWorks® Shearwalls 7.01 22.9 - 86.0 86.0 86.0 - 22.9 280 B -1 - clam ® — ®G I tx 22.9 - 86.0 86.0 1 C &C14.1/17.4 4-1 C' C & C 14.117.4 0 1 v ® � eti UI U 7424.4 86.097.3 -87. t O 0.0 71 Al NhC5 o N- 2 9 0.0 - 22.9 Jan. 30, 2008 11:13:43 U) C M 65' 60' 55' 50' N 45' 40' 35' 30' 25' 20' 15' 1 0' 5' 0' -5' -10' -15' Factored shearline force (Ibs) _LI Unfactored applied shear load (plf) -20 t • Factored holddown force (Ibs) 181• -® Unfactored dead load (plf,lbs) • C Compression force exists Uplift wind load (plf,lbs) • Vertical element required Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; F4 es: W 451.OD. 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' Lateral Analysis.wsw Level 1 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 0.0 46.7 C $ C 14.1 117.4 N E_2 7, 3 E - 1 �''�� C E -3 v a �ii. 71 C' U -"7 0 cc WoodWorks® Shearwalls 7.01 46.7 - 59;9.7 --46.7 46.7 D -1 gym-......_. C. • ■C. CNI �ti 1014 A - 1 4' 74 C' OfiiC — — �._....... ._..__...... a 56 ° 9 C ▪ :9 C I 4. 51.0 - 92.9 92.9 - 46.7 CN b ✓ -- Factored shearline force (Ibs) Unfactored applied shear load (plf) • Factored holddown force (Ibs) S$i—® Unfactored dead load ( plf,lbs) • C Compression force exists • • Uplift wind load (plf,lbs) • Vertical element required --o Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Fot62s: W 43.0D. 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' Jan. 30, 2008 11:13:43 70' 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 STORY INFORMATION BLOCK and ROOF INFORMATION Structural Data Block Dimensions [ft] Floor /Ceiling Depth [in] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story E - W Ridge 10.0 8.00 Levell 2.83 Location X,Y = 0 .00 7.00 North Side 30.0 1.00 Extent X,Y = 30.00 43.75 South Side 30.0 1.00 Ridge Y Location, Offset 28.88 0.00 East Hip 50.0 0.48 Ridge Elevation, Height 33.30 12.63 West Hip 50.0 0.48 Block 2 2 Story N -S Ridge Location X,Y = 15.50 0.00 North Joined 150.0 1.00 Extent X,Y = 14.25 7.00 South Gable 90.0 1.00 Ridge X Location, Offset 22.63 0.00 East Side 30.0 1.00 Ridge Elevation, Height 24.78 4.11 West Side 30.0 1.00 Block 3 1 Story N - S Ridge Location X,Y = 0.25 1.50 North Joined 90.0 1.00 Extent X,Y = 14.00 5.50 South Hip 30.0 0.39 Ridge X Location, Offset 7.25 0.00 East Side 30.0 1.00 Ridge Elevation, Height 15.87 4.04 West Side 30.0 1.00 Block 4 1 Story N -S Ridge Location X,Y = 13.50 50.75 North Gable 90.0 1.00 Extent X,Y = 9.00 2.00 South Joined 90.0 1.00 Ridge X Location, Offset 18.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 14.43 2.60 West Side 30.0 1.00 WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 STORY INFORMATION BLOCK and ROOF INFORMATION Structural Data Story Elev [ft] Floor /Ceiling Depth [in] Wall Height [ft] Ceiling 20.67 0. Level2 12.67 10.0 8.00 Levell 2.83 10.0 9.00 Foundation 2.00 WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 STORY INFORMATION BLOCK and ROOF INFORMATION Structural Data Wall Grp Surf Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg FId Blkg Framing Members [in] Species G Spc Apply Notes 1 1 Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem -Fir 0.43 16 1,2,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 3 Ext Struct Shthg 7/16 Vert 8d Nail 2 12 yes Hem -Fir 0.43 16 1,2,3 WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 200813:01:08 MATERIALS by WALL GROUP Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing North -South Shearlines Type Wall Group(s) Location Mfg Extent [ft] Start End Length [ft] FHS [ft] Height [ft] Line 1 Level 2 Line 1, Level 2 Seg 2 0.00 7.00 51.00 44.00 29.25 8.00 Wall 1 -1 Seg 2 0.00 7.00 51.00 44.00 29.25 Opening 1 8.00 10.50 2.50 6.75 Opening 2 21.50 24.00 2.50 6.75 Opening 3 25.75 28.75 3.00 6.75 Opening 4 32.75 34.75 2.00 6.75 Opening 5 41.00 43.00 2.00 6.75 Level 1 Line 1, Level 1 Seg 2 0.00 1.50 51.00 49.50 41.00 9.00 Wall 1 -1 Seg 2 0.00 1.50 51.00 49.50 41.00 Opening 1 23.25 25.75 2.50 6.75 Opening 2 37.00 39.00 2.00 6.75 Opening 3 47.00 49.00 2.00 6.75 Line 2 Level 2 Line 2, Level 2 Seg 3 15.50 0.00 51.00 51.00 7.00 8.00 Wall 2 -1 Seg 3 15.50 0.00 7.00 7.00 7.00 Level 1 Line 2, Level 1 NSW 15.50 0.00 53.00 53.00 0.00 9.00 Wall 2 -1 NSW 13.50 51.00 53.00 2.00 0.00 Line 3 Level 1 Line 3, Level 1 NSW 22.50 51.00 53.00 2.00 0.00 9.00 Wall 3 -1 NSW 22.50 51.00 53.00 2.00 0.00 Line 4 Level 2 Line 4, Level 2 Seg 2 30.00 0.00 51.00 51.00 41.00 8.00 Wall 4 -1 Seg 2 30.00 0.00 51.00 51.00 41.00 Opening 1 25.75 30.75 5.00 6.75 Opening 2 46.00 50.50 4.50 6.75 Level 1 Line 4, Level 1 Seg 2 30.00 1.50 51.00 49.50 40.25 9.00 Wall 4 -1 Seg 2 30.00 1.50 51.00 49.50 40.25 Opening 1 19.50 22.50 3.00 6.75 Opening 2 26.00 32.25 6.25 6.75 East -West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) VIM Start End [ft] [ft] [ft] Line A Level 2 Line A, Level 2 Seg 2 0.00 15.50 30.00 14.50 8.25 8.00 Wall A -1 Seg 2 0.00 15.50 30.00 14.50 8.25 Opening 1 19.50 25.75 6.25 6.75 Level 1 Line A, Level 1 Seg 1 1.50 0.00 30.00 30.00 7.75 9.00 Wall A -1 Seg 1 1.50 0.00 30.00 30.00 7.75 Opening 1 5.00 9.75 4.75 6.75 Opening 2 12.50 28.50 16.00 6.75 Line B Level 2 Line B, Level 2 Seg 3 7.00 0.00 30.00 30.00 5.25 8.00 Wall B -1 Seg 3 7.00 0.00 15.50 15.50 5.25 Opening 1 2.50 4.50 2.00 6.75 Opening 2 7.25 9.25 2.00 6.75 Opening 3 11.50 13.50 2.00 6.75 Line C Level 2 Line C, Level 2 Seg 2 25.00 0.00 30.00 30.00 10.50 8.00 Wall C -1 Seg 2 25.00 0.00 10.50 10.50 10.50 Level 1 Line C, Level 1 Seg 1 23.50 0.00 30.00 30.00 8.00 9.00 Wall C -1 Seg 1 23.50 22.00 30.00 8.00 8.00 Line D Level 1 Line D, Level 1 Seg 2 34.25 0.00 30.00 30.00 9.25 9.00 Wall D -1 Seg 2 34.25 17.75 30.00 12.25 9.25 Opening 1 24.25 27.25 3.00 6.75 Line E WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 SHEARLINE, WALL and OPENING DIMENSIONS WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 SHEARLINE, WALL and OPENING DIMENSIONS ( continued Level 2 Line E, Level 2 Seg 2 Wall E -1 Seg 2 Opening 1 Opening 2 Level 1 Line E, Level 1 Seg 3 Wall E -1 Seg 3 Opening 1 Wall E -3 Seg 3 Opening 1 Wall E -2 Seg 3 Opening 1 51.00 0.00 30.00 30.00 15.25 51.00 0.00 30.00 30.00 15.25 3.25 13.00 9.75 25.00 29.50 4.50 51.60 0.00 30.00 30.00 5.75 51.00 0.00 13.50 13.50 2.75 2.75 12.25 9.50 51.00 22.50 30.00 7.50 3.00 23.00 27.00 4.00 53.00 13.50 22.50 9.00 0.00 15.00 21.00 6.00 8.00 6.75 6.75 9.00 6.75 6.75 6.75 Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension peril. to wall; FHS - length of full - height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group North -South Shearlines W Gp For Dir Ld. Case Shear Force [plt] V [Ibs] VIL V/FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit Resp. Line 1 Level 2 Lnl, Lev2 2 Both 1 818 18.6 28.0 339 1.00 S 339 9902 0.08 Level 1 Lnl, Levl 2 Both 1 3653 73.8 89.1 339 1.00 S 339 13879 0.26 Line 2 Level 2 Ln2, Lev2 3 Both 1 2340 45.9 334.3 833 1.00 S 833 5833 0.90 Line 4 Ln4, Lev2 2 Both 1 815 16.0 19.9 339 1.00 S 339 13879 0.06 Level 1 Ln4, Levl 2 Both 1 3548 71.7 88.2 339 1.00 S 339 13625 0.26 East -West W For Shear Force [plt] Allowable Shear [pH) Crit Shearlines Gp Dir Ld. Case V [Ibs] V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 2 Both 1 71 4.9 8.6 339 1.00 S 339 2793 0.03 Level 1 LnA, Levl 1 Both 1 1019 33.8 130.9 638 1.00 S 638 4944 0.21 Line B Level 2 LnB, Lev2 3 Both 1 - 280 - 9.3 - 53.3 833 1.00 S 833 4375 0.06 Line C LnC, Lev2 2 Both 1 - 1405 - 46.9 - 133.9 339 1.00 S 339 3554 0.40 Level 1 LnC, Levl 1 Both 1 71 2.9 8.9 638 1.00 S 638 5109 0.01 Line D LnD, Levl 2 Both 1 1312 43.7 141.8 339 1.00 S 339 3131 0.92 Line E Level 2 LnE, Lev2 2 Both 1 - 612 - 20.9 - 40.1 339 1.00 S 339 5162 0.12 Level 1 LnE, Levl 3 Both 1 423 14.1 73.5 833 1.00 S 833 4791 0.09 Wall E -1 3 Both 1 202 - 73.5 833 1.00 833 2292 0.09 Wall E -3 3 Both 1 221 - 73.5 833 1.00 833 2500 0.09 Wall E -2 3 Both 1 - 833 1.00 833 0.0 - WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 SHEAR RESULTS Flexible Diaphragm Wind Design W Grp - Wall group as listed in Materials table; For Dir - force direction, always 'both "; H/W factor - Factor due to shearwall height -to -width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with ' means that value for shearline is the one for wall with critical design response on line; V/FHS' - Design shear force = factored shear force per unit full height sheathing, Int` - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co' - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor and H/W factor,. V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHS/Vcap = design shear force /unit shear capacity Line North -South Shearlines Lev Grp Sheathing [pst] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force /Cap Int End Int Service Cond Factors Temp Moist 1 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 3 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 4 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East -West Sheathing [psf] Fastener Withdrawal ribs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End int Temp Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 2 3 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 E 1 3 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 Wood Works® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 COMPONENTS AND CLADDING by SHEARLINE Wind Suction Design Grp - Wall Design Group, results for design groups for rigid, flexible design listed for each wall; Sheathing: Force - Unit area end zone C &C load, Cap - Out -of -plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone; Cap - Factored withdrawal capacity of individual fastener according to NDS 11.2 -3 North -South Shearlines W Gp For Dir H/W Fact. Int Ext Shear Force [plfJ V [Ibs] V/L V /FHS Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit Resp. Line 1 Level 2 0.455 0.638 0.83 1.17 Levell 31797 1503 3244 Lnl, Lev2 2 Both 1.0 1.0 1539 39.9 52.9 72101 292 1.00 S 242 7073 0.22 Level 1 - 1.00 1.17 Lnl, Levl 2 Both 1.0 1.0 4334 87.6 105.7 292 1.00 S 242 9919 0.44 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 1.0 2600 51.0 371.9 595 1.00 S 595 9166 0.62 Line 4 Ln4, Lev2 2 Both 1.0 1.0 1689 33.0 41.1 292 1.00 S 242 9919 0.17 Level 1 Ln4, Levl 2 Both 1.0 .78 4578 92.5 113.7 188 1.00 S 188 9594 0.60 East -West W For H/W Fact. Shear Force [pH] Allowable Shear [plf] Crit Shearlines Gp Dir Int Ext V [Ibs] V/L V /FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 297 20.5 36.0 242 1.00 S 242 1995 0.15 Level 1 LnA, Levl 1 Both 1.0 .61 1701 56.7 219.5 278 1.00 S 278 3044 0.79 Line B Level 2 LnB, Lev2 3 Both 1.0 .63 1189 39.6 226.4 372 1.00 S 372 2055 0.61 Line C LnC, Lev2 2 Both 1.0 1.0 2084 69.5 198.5 242 1.00 5 242 2539 0.82 Level 1 LnC, Levl 1 Both 1.0 1.0 2944 98.1 368.1 456 1.00 S 456 3646 0.81 Line D LnD, Levl 2 Both 1.0 .61 504 16.8 54.5 148 1.00 S 148 1978 0.37 Line E Level 2 LnE, Lev2 2 Both 1.0 .81 1407 46.9 92.2 196 1.00 S 196 3540 0.47 Level 1 LnE, Levl 3 Both 1.0 .61 1925 64.2 334.8 364 1.00 S 364 2191 0.92 Wall E -1 3 Both 1.0 .61 921 - 334.8 364 1.00 364 1000 0.92 Wall E -3 3 Both 1.0 .67 1005 - 334.8 364 1.00 397 1190 0.84 Wall E -2 3 Both 1.0 1.0 - 364 1.00 595 0.0 - WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 SEISMIC INFORMATION ertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93* Ev = 0.19 D SHEAR RESULTS Flexible Diaphragm Seismic Design W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along sheariine; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response on fine; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHS/Vcap = design shear force /unit shear capacity Building Mass [Ibs] Area [sq.ft] Story Shear [Ibs] E -W N-S Shear Ratio Rmax E -W N-S Reliability Factor p E -W N-S Level2 40303 1422 7109 7109 0.455 0.638 0.83 1.17 Levell 31797 1503 3244 3244 0.515 0.128 1.00 -2.04 Structure 72101 - 10353 10353 - - 1.00 1.17 WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 SEISMIC INFORMATION ertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.93* Ev = 0.19 D SHEAR RESULTS Flexible Diaphragm Seismic Design W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along sheariine; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; V/L - Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with * means that value for shearline is the one for wall with critical design response on fine; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp /FHS/Vcap = design shear force /unit shear capacity WoodWorks® Shearwalls Lateral Analysis.wsr Jan. 30, 2008 13:01:08 odge Gig engineeriIIg inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Harbor, WA 98335 253 857 7055 Jan. 23, 2008 01:43 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC R1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Dead Snow Dead Full Area Full Area Full UDL 15.00 (2.00)* 30.00 (2.00)* 80.0 psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 2 r . .. w.. . , A � 'k f 1 • +m w ' d • •. r ,' :. •,'0•,' 4:e : Y .• . 'A � J 0, ¢ h' /,' � °'a �' + � } � t .i �,� } ` �"4 � T • r M } � 1 " 7 �t'F" . ,k ' . .� }• `�1 3 } y # ' P � q{' ' T ■ % ~ jy. jfrwl w i t y" ?It 1 1 1 'r �. Ii,. J ' 'd'. ! ,�` aV• t !w }. �' • n } y �1 Y 1� R 11 .T 1 ! I .1i 1 i .w ..lv.fl ,+ f.R7 e4 4�r ; xt t H er s yy ".b R t � �� � T, t Yry r . .; a c. • f z .fn�.. ri§ q-.: # [la " .�,a *•rte + sv ri e' { 7 � � .+f ^}. +sir • Lt W�t7 f t J w ,� 1 SYr r ..4• � x y 4i � 79� r f' ti ' - t i -4,-,001. S r a NN �9 `• w�7 0 . 31 Dead Live Total Bearing: Load Comb Length 174 90 264 174 90 264 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 9 fb = 78 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.06 0.01 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �, .� ; � r engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:43 PROJECT Doak Homes Inc. plan f sn 30 psf sn ow load 2006 IBC R2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : -.. °L 'l R .R YSMW+1RSs�. �T 4� .. 1 A a 7!. - 5 , � a!'. t . g . � y .� '�` te" -, 7 ,, {�p �,k� 4 r yc 1 .q tom s K . 7 . p p * ,,.. _ � S k JF AST. 4. .: ''*r 7 � y(�� -- kYS f.7�SY' V .'i� 4 J V, 4e y -.: 74-C +. "! : F. 5•< . E `' � •... 4,. a - ,. d' y '` ` k ti.' •: k�,' A. y ra ,� c .,.. y , 2 a Z ro . ' L � x *S 'h • • � +k j( i ` 7 Hr f " i5. =" -♦ .a...:. .a..Y� I0 5i Dead Live Total Bearing: Load Comb Length 190 350 540 190 350 540 #2 0.50* #2 0.50* "Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 Of included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 24 fb = 264 0.01 = <L/999 0.02 = <L/999 Fv' = 207 Fb' = 1335 0.17 = L/360 0.25 = L/240 fv /Fv' = 0.12 fb /Fb' = 0.20 0.07 0.08 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 411111 .o H odge engineering inc, COMPANY Hodge Engineering, Inc. 26Al Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01 :44 PROJECT Doak Homes Inc. p Gig 0 psf snow load 2006 IBC R3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : :. ,' x + + .. "wt+-.P' '')-4 6''' . r n t" • - ..-44,4i? � w' �.9 i 4 ..J� � � . � "� „ q ir • + �� ,v . c .. ,�� . t d Y`�B�``,., 1 Ng • ±e' ': - • /.. - # �._"Sa r � � -" N % k'.' - lry;y0"J'MR, l f _ .... , _' .... a�.,.R• •..! +:. %.,.a '► � # •* n v y +y`e .. 4r ,p i, r ' «G� {4..� i.M+. :.� �+} ._ Te• ''e: 7R .`._ • 0' 4' -6'1 Dead Live Total Bearing: Load Comb Length 171 315 486 171 315 486 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 21 fb = 214 0.01 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1336 0.15 = L/360 0.22 = L/240 fv /Fv''= 0.10 fb /Fb' = 0.16 0.05 0.06 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. `' Il odge engineering inc. COMPANY Hodge Engineering, Inc. Al Gig Harbor, WA 98335 253 -857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. 30 psi snow load 2006 IBC R4 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : r te,.- ' rr„ "�.`` -.,.,. , F. ( � £�+` ° . , II ef : . 4' . 'r . • . 'P) * di'.� • a �Ya: a r- y i � (' fdg t a` =x prA.Lj :F:.a Y- 6 gt + 10 A- ir . \ rl iF &JB 2 ' � y F � 69. . /Q N 2 a y t ' • ,j .. - ... ... r �•"K: � ' I. CY . a..f. y}:A.. J , <L. ..i .}. - e r ' �-W�'• ,..- ..e.(',iFo O b �t �b A 10 4' -6'1 Dead Live Total Bearing: Load Comb Length 81 135 216 81 135 216 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self - weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 9 fb = 95 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1336 0.15 = L/360 0.22 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.07 0.02 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. odge engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC R5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pit) : Load Type Distribution Magnitude Start End Local Start End Pat - tern Loadl Load2 HM HM Load5 Load6 Load? Load8 Dead Snow Dead Snow Dead Snow Dead Snow Full Area Full Area Point Point Partial Ar Partial Ar Partial Ar Partial Ar 15.00 (1.00)* 30.00 (1.00)* 1182 2364 15.00 (1.00)* 30.00 (1.00)* 15.00(21.50)* 30.00(21.50)* 4.67 4.67 0.00 4.67 0.00 4.67 4.67 9.67 4.67 9.67 0 0 0 0 0 0 0 0 22222222 *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 'iii- • .,} - r. .� -- :Yps =:ra'r ' . -. '.r7.v4r. - i�rT. T "T' • .. _ ;: • ♦ A 0' 3' -2" 6' -6" 9' -8' Dead Live Uplift Total Bearing: Load Comb Length Cb 208 8 967 1891 2858 1823 3602 5425 342 669 1011 #0 0.50* 1.00 #2 0.93 1.40 #2 1.39 1.27 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv = 156 fb = 889 fb = 745 0.01 = <L/999 0.02 = <L/999 Fv' = 207 Fb' = 1341 Fb' = 1344 0.11 = L/360 0.17 = L/240 fv /Fv' = 0.76 fb /Fb' = 0.66 fb /Fb' = 0.55 0.09 0.11 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. %. '' , odge 2691 e n g in e e ri n g inc. t, , /' • .,,, COMPANY Hodge Engineering, Inc. Jahn Ave. NW, Ste. Al Gi Harbor, WA 98335 253 -857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. 30 30 sf sn snow load p 2006 IBC R6 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . ».406 'u+!6Pr'w' %.1, 49 Ja.: 9C de'” 99Y'l0. q $ w • I j 1 Tol' °` ~ �s . -" > R . 'Q 3 i 0 H - P 4 D '4. 'ht �, i� / h 7d, �.p •!R ,s�. nia d - b b ! °C O f �, 'i KK .�. `ya .-rg P ,�'t �' � d -N, e ,-- 1 �L T ' ry �\�y ty S C a ' � - J� ; * ' ' T ,. _ , � � !y . ��. 1 �'\W ; -Fxa ti°'�u+T7 < I S. - -.. } F •t1" `n,, .... { t ,' r e 4 y w • \ '.kdo^ 1 r.i.J ' nd .• Sulp . <t .a � ty.� ' et c s` b .cr ° ` ;r _ q �6,y p� Vn.... ,. ° r.y gf`'� o° - .a. sd 1 � .Q.� ,tl �a 'eel- '7K a • 1 2 y ,l�� - } t' d a- '1 � �' T s y y1' Y � e rM A' Y t R. •'r « - Y � e i s �} 7'r 7: , tVP , #' �� ! vx ? a { ,,.�. j ^+j r y � . . J ( l - S• ` `� FC ' X7.^.3 $. "Nt r ` � Z �`�` ; 1 • • • t�•1 '';. � ' --a &; . . C '� �'S! . e�+ .., , ' Pv Ii }'`�S 2# Kf `t • mss - ' S, , { P C� � < S Y f�. •r'lIy���31 : ! t� ' .� a 3 4 Y . t t t fA, r..: tg. li < ry''I ' T •., i5 5 ''t 7 °sm"tw {.�r —ar... a ' � , rPat .. ° R . .. 2 10 2( Dead Live Total Searing: Load Comb Length 76 140 216 76 140 216 #2 0.50* 412 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 5 fb = 42 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.02 fb /Fb' = 0.03 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , �'�• ` �� H odg e sf r Rp engineering inc. ,� COMPANY Hodge Engineering, Inc. 2te. Al 253 - 857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. plan 264 snow load 2006 IBC R7 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : f .J �' i f. T,l v +4- 4,1 rIT, a - •,,..cia .... l► ' : , . . *�4 ■ '� A v ti at '• • -�* ' t 4 7t.'a ^ r I.� T9'�k'�' - � Li s.^ l f 4; €. n r _at 4 '' CT rttt -f ,� � 3 ` � _ � s 9t " } `yb�'y' l > s.- .F I k *'! L1 4e. �� 'Y ; - f r£r9L; .j,- „ . + - , 4 y 4.4.-.4-• J w fy 7Y i� t 7' k ..„ : ,� • - + �'^ St �lf'6' 7 . y T L - 1, 'TY't 4_, 1�, j F f . fr as',L 4 ' •�S ;r s , n e, 4 P � � - ;.^fD7q �'#�JM a "' TJ r 6r' '8`.( L. J {,.j • Tt . '. E* ' . b y .d - . .a+ • ' ' ,gNp i S ,F r 4��� .. P 'l� ., g � .. � 14 a-y ` o ey 'N, y,�. -� to ,.pr z a 6 a e . .>tr % e �+ ' a "& '. {. �. of 4 rRW. � 2 ,1� , � A 6 ;@; ( y , Q . f 1� f�yls. r „ - . �'i ; �`"'. .'b: ° / ... � ..�r i n''r • ' ` I R _ tee y's� N. 4 Y �4 • 10' 34 Dead Live Total Bearing: Load Comb Length 114 210 324 114 210 324 #2 0.50* _ #2 0.50* 'Min. bearing length for beams is 1/2” for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 11 fb = 95 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1339 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.06 fb /Fb' = 0.07 0.01 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4 4' --- - - , Hodge ', engineering inc. } COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC R8 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in ) ,. s�,e nr : b : + r k -° .. P °�i"'�'e Q. �( � ' > W _ � o Tetra xr .ro q ° o `91'.NRi 're 8a - § b % 8 �',?p � � ' a�_ b °' m - t .. _ a.: Ti y Vi K ' .l . n t�?�� , ; �� K�aB�+ Q t � s,R ? " ; °'tr, n "+' . B Ob'. 4 � � t °! °R"° t "' . 7,,,, u . d ..i . ,e d'." O ., y° y(R $ ( �1y y,}� . �[ ,� ,5, . �,. - t !'I' } i 7 [ r t �C' 3^Ii4�. t �� 7 { [ „ y } tr ��. {�•i " -0 .. '; • � ul N(`� °y -eh � ° J ..L y CP x » ' $ �1{+ ,\ h r . . , "11 �f '� '�•"" L GT, Y `. 0 1i �x 4} wsYi+ 1 :R' �f fy i M 3� Ny � : a 4 4 ;. . a . $ ,'u e}Ri � 'qtr n P i' :° ° q 7 •0 �' F. d h � o . n' , d 4 ,. a '1�' a} ° ° j p p °° . ° 1 ! 4 . D _ t p • � oa`�� p ° - q,�� a a y .•n'1 @ ' OP toi . - d e U $ , # � :A",�Q +ay Y p'4'. S l l'f"3 d R,?'4 t � 0 ;}'- d L i wi 2 T' 1- _ D , Ate'' d pl :'..}. ' V�, " 2 til � ✓ F yt .--,7-... f + A� +. ' . f +T• } a i v r • yy a 3w E $ a s .,j II ;ya n � ,r . > I'. ,Y,JA .s:rci't ?r4 _ . i 4 4` 6' ' `7 " p mo ?# . ?f 10' 2'- 61 �S Dead Live Total Bearing: Load Comb Length 95 175 270 95 175 270 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 8 fb = 66 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1340 0.08 = L/360 0.13 = L/240 fv /Fv' = 0.04 fb /Fb' = 0.05 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' C ®I. engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 (BC R9 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : + V+ _� • A.> a.'"C"'."� ~.J'r��gl •• �R'Y"'4a/ �M{F' " °-01 1 � - - ' i! � I ,,i ' 4 ` * • 4 _ � 'S 'ms J - .r • ,.r -4 t "J . �> '∎ : i y x � r r ±1�� `µ7 l� • . , e 1 - �i'}r .y' r t 4 'g �: - � .�I' � 4` �a# K� Y'4 .4 p.. • ;••-•.......... ri •IL i,� -.tWi YA'. /"r A.}r ! ' r h l'! M ..(' R N�'n { T4 '` : aa \ ' f it i'• .: ; ;a r�-0p� 'f 'a , �` .� Sw M- iP.N` aw -. V ° ` b • r r {!, `• .Y. a �u$t i. +`-,. ...- , Y brim/ rre�. r :'. !'1 ' 0 . i n....7 Ji �_z�' • ; •014f 9i "t' • * 7.a• . � , - • !.� •'" . :ies o �},° . ' . * . r �.. * • .ti • t ,.. • ytT,p` +^ , � ".. . •�' n : " M ,,, - l .. w • ,: e .: w •.w.�F � .., : \lfe .4 ,__ A k� �' p r, k3 �Y l,. f2 i ', i� .. - •r � ,44t11 i +� !•3+" + 'f � 5'�k "}' 't. ' .. , 1 . -Z .i • i.V .: ;4; �p1. 2 V•k• 1 7 4 ' � r �{ , r i, /,r- 'rye �' •; rG�li +r \ � 4 r +J^ C' t Yp • ,, A r . w ' i S s *f i. �T 'alt 4 P(I • ii 9 E a ye! .A T gf dtL Y , �' + P •a' t K } f. y ' M`°.}f , y 1 0 � ' T I ' Yry g � h i rtL q , \ t 1 � ,i ♦ f � .�'i Y°*-te s ° ft itY. . b w -JFd t� ..? ♦JM M ttr �'0 y z' "'' [ X1; .r �, c •l+�xp 4,1 w _ _ uM F� ' rk a`' � , t t: k,. " �yi •j - {'P1 a ��� 4 fi a .g4'sr x t s'r +t ►Y` '� + } 5i rt . k .i. + -, f. .ti ii w t� ,� - ti, :� - ,.. , . !S. - y`Y j r ht /.�T��7�w';• { , J • L - \ ' [ � 7 \ y _ ' � a • �1 / R S �1� y �4 l [ { I 17 P. 4 � • ' u� j , �,.ti 7[ +! sad" s ~.. p e. i � Tip. .�+A �•+'r * � , 1' .41 .. T } 01 t g t t ,� ,'.''yi n - _ }1 }+ }..,, of r e' . , -' 9Rf' bn'�P. iA { t • Ic • yj �,S ' �•.y +F � S !awry. ,. n per +?. ..� ' • to { ". i a �- � -. .. �Sr - � . 4 r� 10' 2i Dead Live Total Bearing: Load Comb Length 36 60 96 36 60 96 #2 0.50* #2 0.50* "Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 2 fb = 19 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L /360 0.10 = L/240 fv /Fv' = 0.01 fb /Fb' = 0.01 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ., .. ^, • odge engineering inc, �;• COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC R10 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 HM HM Loads Load6 Load? Load8 Dead Snow Dead Snow Dead Snow Dead Snow Full Area Full Area Point Point Partial Ar Partial Ar Partial Ar Partial Ar 15.00 (1.00)* 30.00 (1.00)* 1182 2364 15.00 (1.00)* 30.00 (1.00)* 15.00(21.50)* 30.00(21.50)* 0.83 0.83 0.00 0.83 0.00 0.83 0.83 2.00 0.83 2.00 psf psf lbs lbs psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : - z�5�. 47 A` '^n4P'ti.�. - ,,... r' "'.t h'•i � U t't'•.'�.. `t + , �+`}. zS d .. -, a-`� • ;',, � ' 1 . ' � r ' i h 1 ` � 4. ° .t. n ky ! h d ti z$ �� � IrY.T ^�m Tc'r!. _ h, f y.' t i W $ .b $'9 ..a .c^ f �z s j 7: .t ,j3 RQ % �b . _ IItt '4 'S p .X.4MC 'dY .y s 4e � y � '. � T J, S J l °�' b q. ' � l.? It r ' ��`p' •a * t y �f1 ♦ Fa ' m ° k- • ' �Q �''F: -,^ ° . ' p '•' ' • n F" Q. � �b K i 1r "+� A _. h s a•+ ° ; ,? .. .:;�,}}. b !AFL i qb i r 8 §,, a I iji AP �8 Ott , 4.. , :. o ; ^m' N ° .p �' < • 4. - s S i }g 'X ' 3 "r ...,,, h .R . • , �,• S s I x4 a�a. e ' ; a ,, k F^ �s -?,T4e . - f , si n " n 'm at�n •y i $k 4 a 7 atl" I rESn"' e.r c '�. 'sX ''R4 i v y'Fkn -.t ' ,�' • .t, y.''�,� �, 't S 3 : «t r °y "s' -;`� 'S y a c - "iy .t' r? 't } r < tc.' ,,, 44, •a ° / � .( `�Nx r g'..3 jd. ry ,P' 'ti J•h. l rt"_ . � ^' •8 .' P , >ywt x' J G { 4. �G $p "Z}v�.j^ ', '.� L.�, '6''4. e4' 4 .} �ru.•.,, l D- F '� t 'F �r d °'Eo jq ( r � � -� �' 7 - Cr .d, i [ dd "'�' y 6 . 4 k ." • 1 ''r • a e d £ y. 4 r t 6 P y ' { dFn i - 'V:` j .e• �S �'M 1, t- O+e $ yp, $ ..'S, ri , F ' �y r a` r .P MW ,,•`iw o f 1 ,1k f'; 5 y�' 7I F� ✓1 3p '- w � ,' '�' zh b _'. Ak Y , .0 1 4•.b s ._ d 1�.. °. P a r �,: • CC = 4L°?_ , 2,d� L L�1. '.. ro .'3"jLr. `.'.. .4 -t r Wi:r Vil.• l.tad _ . - , :5� • • . 2{ Dead Live Total Bearing: Load Comb Length 830 1648 2478 783 1553 2336 #2 1.13 #2 1.07 Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 138 fb = 795 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.67 fb /Fb' = 0.59 0.07 0.08 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. " odge --, . engineering inc, ` -rp, COMPANY Hodge Engineering, Inc. 2 601 Jahn Ave. NW, Ste. Al g Gi Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. p Ian 2464 30 sf snow load 2006 IBC p R11 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00(21.50)* 30.00(21.50)* 15.00 (1.00)* 30.00 (1.00)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : + 1).-..4,6,0-v F Y - .; E� ^E'4" , � ■y ., y - . - 'y �.yT s y 4 e yd ,- �r - - ,- .-- w Y.' : 1 •_' L� • � ^ ,.ffi • "ta F 1 ` I • 7YA v TM fir b _ • . i' t F. Y aq� 'i . „ • t ` .1 ... J •.-,a+( yy A l ' yam • " f ' . , ; r . .. ; 9l i'4K e" Y r +w.�S , ry ' } µi .;•. • 1 �' a 1 ,. L �1' .y' • Y . ` .r � v • , .F � f ; .'r.•. r • '• a �w . s4 AV r pp��. sK�. I • � � f . d...S 1 : .'' y „: .ri: ; . .. . t +� . 2'- 1t. ',1 , :”. .'.5::'4 :,.::..;Y vy yr ++`�. � , '?� , 4 .F "$ • .1.4" . �. : - ,.,......;t.s.: t. - •,r•, . FAL;.tf.rtit'..A • �i�+4, + r .— m t ` "K # ,. J n..; • 'c c: - r .,f{,,'.s' ...• `4 }i k �`,il : P .r'lP v;. �e 4t`Y �*;ShrS^'�`.i*,r'�' . ur i a . ;: .. '1 - .5 mtl i.. jr µ :+.4 %.v.'p∎.• •4w:e.: .a `, . .. ,.r n 'r ,•, r.., . ....•@c 1 i yy „ r � 1 � . ,,,, ' • ;i • . " +r, - r � '• i. • Je ]'. i ' # • •' ' ., • . ' 1,. 4 . . '61 �.• n : `t : A TM • .. i'.i: , ;'• , •- ., , fi�t.�'�� + • J . f � ti 4. .'~..•4•i r . ' 4 1 :W 7 ia.'!.'. , j .4..47,.�`. ..9 . , �ti' w� 1'< `i _ - ytr':...J•�••",.:. .''.. 10' 2( Dead Live Total Bearing: Load Comb Length 344 675 1019 344 675 1019 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps•) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 24 fb = 199 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1341 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.12 fb /Fb' = 0.15 0.02 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. A .. 4 ,,, ..�Hodge engineering inc. ∎e COMPANY Hodge Engineering, Inc. 2601 Jahn Al HarborA 98335 253- 857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. plan 246 Gig now load 2006 IBC R12 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (0.75)* 30.00 (0 psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ^,, * .., mti v ff> a �ywoeewa c wyr' 6o rd d d�¢,s G K ' i s ^ " '4Pt p a • °;" ° ° , � 37 P {�, ` R P , N . py - ( _ _ • t'' �pf`(. 3 •y , 't . ,, 5 rl� } . M. g am ' d F �. 4 _P S -. ..t 4.@q ,■.i 1 y . . Ja Y e t ,.. 'W�(�.- + • " a ' N ) .. ; r r ,. .. 4= �:5 i ,? iF".fy1 1' s" . 'i� ♦ d 1 6 1 Dead Live Total Bearing: Load Comb Length 97 158 254 97 158 254 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x8" Self- weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (In) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 12 fb = 149 0.01 = <L/999 0.02 = <L/999 Fv' = 207 Fb' = 1333 0.20 = L/360 0.30 = L/240 fv /Fv' = 0.06 fb /Fb' = 0.11 0.04 , 0.06 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,--.\ �p.,�\•` IlltAi:A ° ��. H ` �, eng inc. 1 COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 53 - 857 -7055 Jan. 23, 200801:44 PROJECT Doak Homes Inc. plan 30 psf f snow load 2006 IBC R13 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Dead Snow Dead Snow Full Area Full Area Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (2.50)* 30.00 (2.50)* psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 'Mil kno • P 10 . c r7i 7. - :`:. .,A .L y /.• , ' Lff - T broS ,�+ + �� f.�pl.� ~ f 4N �,7,•w S 1. • 'v 4 .' ViT • „��i4 { pr C`', h* 1� , . y� r atq''�"f 7!' 1 ' . ... ,{' . �^, , . 3 y. � ry s • • • d • 7 4 r`. • . : . :.,ie 1 • : , ,, . •y 1 p , r i 7. r r+'i ' t' y 'f ' - \ � � • 3 � y f• 'vv... r' �vY •ti i'i } . } w • 1 0' 4' -10' Dead Live Total Bearing: Load Comb Length 145 254 399 145 254 399 #2 0.50* #2 0.50* *Min, bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 13 fb = 116 0.00 = <L/999 0.01 = <L/999 Fv' = 207 Fb' = 1230 0.16 = L/360 0.24 = L/240 fv /Fv' = 0.06 fb /Fb' = 0.09 0.02 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. /r 0� Il odge engineering inc. COMPANY Hodge Engineering, Inc. Al Harbor, WA 98335 253 -857 -7055 Jan. 23, 2008 01:44 PROJECT Doak Homes Inc. p Gig 0 psf snow load 2006 IBC U1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location Start Units Loadl Load2 Load3 Load4 Load5 Load6 Load7 Load8 Load9 Load10 Loadll Dead Snow Dead Dead Live Dead Live Dead Snow Dead Snow Full Area Full Area Full UDL Partial Ar Partial Ar Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar 15.00 (2.00)* 30.00 (2.00)* 80.0 10.00 (1.50)* 40.00 (1.50)* 10.00 (2.50)* 40.00 (2.50)* 15.00 (2.50)* 30.00 (2.50)* 15.00 (2.50)* 30.00 (2.50)* 3.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 w w w w w w w w w w 4- N Co .--1 Cl))))) 4) of )) W )) O. a O. a P. a P. P. a.an, *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : -... .. .. _.� rr.C.nen-� ..... _ _ _.. __ . _.._ .�.�... �.._ . .... -- ......_.. ...._ _. _. __ ._ _. C.C 4.IT-ry • ,q..,.w,..a°.wnl . .....--, . __ .. .. ^"-.r 1.. r_!'!tl.arsz- f f'.-T..[. o. o . _.. 0 ' 16 Dead Live Total Bearing: Load Comb Length 1476 1504 2980 1330 1339 2669 #3 0.89 #3 0.80 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x12" Self- weight of 14.16 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (pa") and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 55 fb = 1012 0.19 = <L/999 0.47 = L/407 Fv' = 265 Fb' = 2332 0.53 = L/360 0.80 = L/240 fv /Fv' = 0.21 fb /Fb' = 0.43 0.35 0.59 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 1► engineering inc. C. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 20061 BC e U2 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units GT1 GT1 Load3 Load4 Load5 Load6 Load7 Dead Snow Dead Dead Live Dead Snow Point Point Partial UD Full Area Full Area Partial Ar Partial Ar 2140 4106 80.0 80.0 10.00 (2.00)* 40.00 (2.00)* 15.00 (7.75)* 30.00 (7.75)* 5.06 5.06 0.00 5.06 0.00 5.06 0.00 5.06 lbs lbs plf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ... te. s+k.«aR xr mss.- .- t_ 1 0' 16'- 2.75' Dead Live Total Bearing: Load Comb Length 2603 3819 6421 1114 1585 2699 #4 1.93 #3 0.81 Glulam -Bal., West Species, 24F -1.8E WS, 5- 1/8x13 -1/2" Self- weight of 15.93 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 128 fb = 2047 0.31 = L/620 0.62 = L/312 Fv' = 305 Fb' = 2640 0.54 = L/360 0.81 = L/240 fv /Fv' = 0.42 fb /Fb' = 0.78 0.58 0.77 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ,, ` �' Hod e , � r 44 ' � �' f engineering inc, 1 COMPANY H odge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 53- 857 -7055 Jan. 23, 200801:45 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 200616C U3 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Star End Location [ft] Start End Units U2 U2 Load3 Load4 Load5 Load6 Load? Load8 Load9 Load10 Dead Live Dead Live Dead Live Dead Snow Dead Snow Point Point Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar Partial Ar Partial Ar 2603 3819 10.00 (8.00)* 40.00 (8.00)* 10.00 (2.50)* 40.00 (2.50)* 15.00 (2.50)* 30.00 (2.50)* 15.00(22.50)* 30.00(22.50)* 4.25 4.25 4.00 18.00 4.00 18.00 0.00 4.00 0.00 4.00 0.00 4.00 0.00 4.00 lbs lbs psf psf psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 , 18i Dead Live Total Bearing: Load Comb Length 4353 6756 11109 1890 4637 6528 #3 3.33 #2 1.96 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x16 -112" Self- weight of 19.47 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design _ fv /Fv' = 0.69 fb /Fb' = 0.89 0.72 0.84 Shear Bending( +) Live Defl'n Total Defl'n fv = 171 fb = 2019 0.43 = L /500 0.76 = L/285 Fv' = 265 Fb' = 2257 0.60 = L/360 0.90 = L/240 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). G �`4 odge engineering Inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC U4 Design Check Calculation Sheet Sizer 7.0 LOADS or plf ) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 R10 R10 Loads Load6 Load7 Load8 Load9 LoadlO Loadll Load12 Load13 ovnomocn D r m m m CD O (D O (D r N 00000 w o a o a a a E A.£ R.£ A.£ R.£ R.N A. Full Area Full Area Point Point Point Point Full Area Full Area Partial Ar Partial Ar Partial Ar Partial Ar Full UDL 10.00 (7.25)* 40.00 (7.25)* 830 1648 783 1553 15.00 (2.50)* 30.00 (2.50)* 15.00 (2.00)* 30.00 (2.00)* 15.00(22.50)* 30.00(22.50)* 80.0 2.33 2.33 4.67 4.67 0.00 2.33 0.00 2.33 4.67 6.50 4.67 6.50 psf psf lbs lbs lbs lbs psf psf psf psf psf psf plf *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (in) : H y .. h ' -*r' i' : §. ° ' y N* 1 yy . '. '`,, `N '1" "c '.. N �.�.. j f ¢ -` «A,j - c+�3s �� tC Z .,,...--,..4 tr ..k, b'1*. = ' 4 A.... :.. ° ' r 11.- '�^N. : �,.. Jq e}.. � ! a, r. aPa j ) 4 .a. * rii..r.?''.n. aaF _ "°t "w. �N v R,� ...,..,...-5 ar ' l. - ,.' as9 (r ,}{ 3 i,f pl r^�P - .+kb Ai3's d'r 1 * ; j5rr '� p«.` >w- M° ' Tj r .x,.�t, +ro"" ` ..4+ , . :� t r « r = < '. �` ' '. "' •'{ *°,r.. aea'+�"'= d a f gq P �++ ^*v r yy��t�.a�<+' ' of',ri`r;"''Sw. ,e_ tK' I P p ! ' ; 1 W Ff _ w r r3w4 �.` �•. i''t; ".�.,,.+ c 'r' c a: `? y d t " i'L ' r'.. b...? . 0 '«rr«rr�rt • p y.. i 'r' X. ',... - a - • ' " " n .. n _. •, Wa. t a�-n- "'...' '" • . F . .M1 «•.1 4-:� A dJ ew _ iP)a. n . u 61' ... x ' ' $ @ti 4+Y• , ��^'`".1 .9 "".. -� * � �Y`at .k V� Rt W - +r 3- Y5 '{,i kL.4r^'4 ^o 1 R • '.. 1 : �'d •¢ � i "ri a W 'n . ,. i� .6.. n _`:. „ " 1 .. : +. � TV„ -w' . .-.. -". r, • wM J. -. -4 , _.. , u'' . ,.;. ;- 'tra�. .ad,T.i � r {Ll 10' 6 Dead Live Total Bearing: Load Comb Length 1564 2228 3791 2070 3038 5109 #3 1.10 #4 1.49 Timber -soft, D.Fir -L, No.2, 6x12" Self- weight of 15.02 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 93 fb = 746 0.04 = <L/999 0.08 = L/994 Fv' = 195 Fb' = 1000 0.22 = L/360 0.32 = L/240 fv /Fv' = 0.48 fb /Fb' = 0.75 0.18 0.24 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �► 41:111161119141, engineering g i n e e r i n i inc. g g COMPANY Hodge Engineering, Inc. Gig Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan2464 f sn 30 psf snow load 2006 IBC U5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (1.00)* 40.00 (1.00)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : e �Y�+�+'Ro' `cam°. ... ....1,4., • ° . w ' o,. ', _I, • Q O • � .e° °: 1, a g as o $ a e ,,,,. ' Qe_O.n � .'a 9n. 0 °°e' SI � 1 0' 14' -3' Dead Live Total Bearing: Load Comb Length 126 285 411 126 285 411 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (pa') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 17 fb = 352 0.10 = <L/999 0.17 = <L/999 Fv' = 180 Fb' = 1051 0.47 = L/360 0.71 = L/240 fv /Fv' = 0.09 fb /Fb' = 0.34 0.21 0.23 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,. .: Il odge ,,. enginee inc. COMPANY Hodge Engineering, Inc. 26Al Harbor, WA 98335 253-857-7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. p Gig 0 psf snow load 2006 IBC U6 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 U5 U5 Load5 Load6 Dead Live Dead Live Dead Live Full Area Full Area Point Point Partial Ar Partial Ar 10.00 (6.00)* 40.00 (6.00)* 126 285 10.00 (7.13)* 40.00 (7.13)* 3.42 3.42 3.42 12.17 3.42 12.17 psf psf lbs lbs psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • r �.y. .�ng. .. �. yi r - +C� v, nr, 4.vwn .rMMh .,t .M *a, 4Yiw.l. •... MFa„ al - 1r v .''nMm - S ... V. - S l.rt t rlihY n !a.' " ..- - , Laa �.. .v.^•., ,,...n .. w . ...p .c a.Y r- .um.l.••u.- ..lo.•.Y...n. «... . .x+•i < +•nYa .i. vMwl u. bw..sn •A�Nk .nr. n.K.d_lu .wru si w a.. ..yp «.... ... .. M.• n.. .. . .. . . r.. Y[.+..V -.Me .Y.t a.ann nww aTa•a w. �.na w a•. ... -.t .. o. .. o c..... ... ..... n. .. .... , -..-., .1 .... ... _. . -• _a�_w Yly. . ±'lfe!.s..lwcl+erf"r.at.r '.'ra. e. - ... .w .. . c_��= v.es � +. YY. - •`n `llL: :Y' . ` - v^ . p. .Y.m w ••.. ...u. a - 4-r Y. y,p., krw.L*Ja'. 3 '+R-. p ,l.. .a...* ilY . 4 P'R'T.bf�' "TIMN.N 411 . ^..� .,: _ �. J . .■Wx - lu,T • a ti _ITStN.;r.:ti.i�.1:.:- . 1._ 3. M. 4. �a .MwM..LYY.'•Y.M[�/Ia.YSl PY. w. I AY' 'Y 'i�.7"i.... A 1 0 ' 12' -2'1 Dead Live Total Bearing: Load Comb Length 755 2562 3317 875 3137 4012 #2 1.00 #2 1.20 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x10 -112" Self- weight of 12.39 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 96 fb = 1534 0.28 = L/524 0.40 = L/367 Fv' = 265 Fb' = 2361 0.41 = L/360 0.61 = L/240 fv /Fv' = 0.36 fb /Fb' = 0.65 0.69 0.65 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ' r Odg �►'( en engineering inc. g g COMPANY Hodge Engineering, Inc. Jahn Ave. NW, Ste. Al Gig Gig Harbor, WA 98335 253- 857 -7055 Jan, 23, 2008 01:45 PROJECT Doak Homes Inc. plan 30 psf f snow load 2006 IBC U7 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psi, or pit) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 06 U6 Dead Live Dead Live Full Area Full Area Point Point 10.00(13.33)* 40.00(13.33)* 875 3137 1.42 1.42 psf psf lbs lbs *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : t �: s t r S a > ,P. 77 r, im ap.PUY >rns� yy k � x 't '� F ` 0 . #� �t, f S; �, '� i+ k t Y d 4' v.^r.» ?.c. 3 „?` , { I , yy.t.,.}'b�+.� snS .r„ d. e t'� -»�}.ai .t.�"o dx pa° ' Ib exp I-' t^.,w ., it ` P' l.t t .? Fa 4 7; aht Q ' • ia h J ' ,{• k: "i�'S P`.�'" -}r } t 1...'M W' sR �YL .. .yJ �� } $t +. a . '' f St• �� 'E "� e r � s N z.m 'NI . {i'F v+ 5 +r1 .r v-n - 7 - i t o .,Y S yc ; r! r � ls'f + a " . ' c i i >* y tt 4 T xg. r r d� { f;{ H.. 54 Ll .. .4.i. t V y ^r 4 � p ff J .. ��" Yi. k'° ��` 3 ti „c, �"' r 1 ',+J s tt I r6 j W � a 77 R ^' h � � ' may 4 _ _ w � ,. { "' t ., „ ' '- 4' flt "P f7.4} t. w$ } c T 7)•. {µ ¢ , . , .a„E { Y , �. g 0 { tnJZti v7 �' X3� e *- , _l a: f h 4 r ? L'1 - c t x v � ty� �� ++�. � 7. is 7' y ix.+d� s. �. a r . d rT 4 x1 .d. $.� � . !'a+',A, r 'sf q � 4' � � 2 ) S ' § Y p- l "i a��1?' ^}' H�fi 4 P 0.b.� , ' - b �] t * ;Jl.�'�' ,J Af ✓.r -. 1•T ++ +�T4 Pt .9 .: n }v a er Aa Sm .r 6q� A.s yr. -J r t �;' Fiu:. , - + r ,,a 1 a�tq -S� K } f1+ I ?S CS " , P n } , i . , j - p..t' . ° tr �' U a Lp y �+ � T t ,, ,� 1 - d ! ` t r1. 2 ,.c tf. °}'" 5'° " S{ 3 p� r '9h k i iw.`o r� ^"°.:.. �x +t ,k.r b , �y '1 _'.rF nyyxv r°YY i ' r'$i yv� M me ' n in� are,0 3. rv } N+d °� �h' c., '4 �l 4: Y :41... Yb t 1 .dj ,�,.r 1 . s K V > ; t .. f>7 ,^ � an,� ,� „ b 7 e'Jf't m oy, 1° 7"'t',,�; 4 yg <' .� 0 , 3 { l..ii ', 6 R 1#• 9 + • ' . � . P- M b �t .4F W ~ - *. - " , e.1,.. 4 r..11....., tY.., +. .,e?41CxAZ cCS',..,.':i...'a i,ex) b.t, .; A" . ti' 1 ` ?s ` }' r f f" ., ` '"fir: { { y „S � '! a r' e `Y n ._ r o t ?r? f' A '"°. ;d . 5 :' 0' 2' -8'1 Dead Live Total Bearing: Load Comb Length 598 2182 2780 653 2378 3031 #2 1.27 #2 1.39 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 116 fb = 784 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1076 0.09 = L/360 0.13 = L/240 fv /Fv' = 0.65 fb /Fb' = 0.73 0.08 0.08 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. li odge engineering inc. COMPANY Hodge Engineering, Inc. Al Gig Harbor WA 98335 253- 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. 30 psf snow load 2006 IBC U8 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(14.13)* 40.00(14.13)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 15' -10' Dead Live Total Bearing: Load Comb Length 1244 4473 5717 1244 4473 5717 #2 1.72 #2 1.72 Glulam -Bal., West Species, 24F -1.8E WS, 5- 1/8x13 -1/2" Self- weight of 15.93 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 106 fb = 1744 0.42 = L/449 0.60 = L/317 Fv' = 265 Fb' = 2320 0.53 = L/360 0.79 = L/240 fv /Fv' = 0.40 fb /Fb' = 0.75 0.80 0.76 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). G` ;, �►' .�� Ilodge engineering inc. c, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan 2464 load 2006 IBC U8 option Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(14.13)* 40.00(14.13)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 5 ,r..i U OJT -r —_i ��..�.,.. o i A 15' -10' Dead Live Total Bearing: Load Comb Length 1324 4473 5797 1324 4473 5797 #2 1.10 #2 1.10 PSL, 2.0E, 2900Fb, 7x11 -718" Self- weight of 25.98 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 92 fb = 1674 0.41 = L/464 0.59 = L/321 Fv' = 285 Fb' = 2871 0.53 = L/360 0.79 = L/240 fv /Fv' = 0.32 fb /Fb' = 0.58 0.77 0.75 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. --1 Gam +. '� ° �,� ® e n i n e e g r i n i n c. g COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC U9 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(13.25)* 40.00(13.25)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : - bp.-if r' l . m. r �y �,' ....Oil -: t rt .t;2'.:•`ti r ,� .. ,x , ,, 'r i;tik I..t :fl! ,. tl '" ... L r . •i. _a` :i,..s. 4- y3' ' ';v �A L+ • .1.',.1 'Y.. . R r P••4't >'fa 4r/ w , i d{, 0,6k 1 O .* f 4�ti ti. }..2. J • * ✓.P S ...J a�C N•Y " 11 a '�Q+'.�'.`f M Y l ',a • r$ r t r F , ' r`,Yj Yn Aw 1 r • 1 '.f !'d'�. .4. r - " ° 5i.,j� i f, � ., + me �(+ }1. --- ' ^'�^ F,..'.."...at., .t - " ._. t {,".- g ' itt 1 : 1 ' ..:y �� s'F•s4'�'r'•.'>i' yf." . T Fd ) _ ' `•. ie,AVA -_,,. 4 ,� it ' J i .+V L t h t °" .. Ti�pp �. T " , " . ! 4 3 Jr. 7 r '� y .M s.. , f - { f ,,AN ilsl � AN O• r y. . L 'L 1 JI 4 L y CIO S ' *l ! f Y � 14111 ' - i'�ld�`j' a� . If f r ' + r x a . r , N? ? ye f, t * �� 3 4 ' g X �,_r :Rt? [ i 8 E s t - 9 r. y *h.. .V ,I•� 4 ' 1' a l s e S P GF'^" e'.�TB,; •••! 7 4i. r j . t�l ° � 4 ; 06 . ° a 3 ° ,.J J ,4 c ' r.! t j } .1 f t om. si I �j,� ti ".�'S7w -.n'�• 3• ttls '. 1, T V f yt fi .v k ,:''1/44 L �c �.r 'T 146r H I7 +i •.}')J r+-R . +4 .. N w tt n v : XY* 4� -# ti' a" rye ` } . `` $ ' . .. 7 --, . ` r .. . 1 d. C � } � - S y, . ,}. t� .1141%.1 R,� � �" a:.n 0 0 0' 31 Dead Live Total Bearing: Load Comb Length 210 795 1005 • 210 795 1005 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 23 fb = 181 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1075 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.13 fb /Fb' = 0.17 0.03 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. od '� engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan psf snow 30 psf sn load 2006 IBC U10 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start_ End Units Loadl Load2 Load3 Load4 Loads Load6 Load? Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* 80.0 10.00 (1.00)* 40.00,(1.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : :.� � d;Y - SPr #'a +W'� i•t 9'0. ^ j , t .. 5 � } d f Q `R �, '.!F S "¢. i �+WE'b R Y' JW ! �' y,1+� Y x' q•(� ` 6 3 fit rt. M1y 6 Y a r a j , 1 r1 .. 4't d'. f 1 . t P� r • 1'b { LL ,�, p t - {Y '�'N � i. .+ - . s. S+.,x i a (.7 $" -. � ' ''pc.Y .4. t .9 i 4 . .. � ' :. i b,} - 7 5 � t , �f �. ..A k C J i'e+r ..p i.-�. 6X V" ♦ i7P 4 9 [ ` }. ( t R, 4 i '4� p' rFtr 4KfinL i{ � -7.„:„. t _ 'ryt +'h ' I X S W M ' W . 1' 1 i a' 4 • '{ {,-P t}4* { .0 1. $ P t d f '"b 1 X �� a-n 7 '{' - v '�K y ^ Ji t.'. g M t o } 5 r. t i` a w# .ttt r � , ' .,� x t yr :� t'• r` P b ed ; r^ e^^>"3 r�%^ .z n,'� 4 J 9' r 4 .y f +a� .' �A r D' Gs Mt W PY,. }N .• f 4 y l A r bh �q b � (' y t rN! 3: S u } ! i n.. T ) i .y ! »- 1 '2 m i o {'9 4 . . i '<. rY 6 'r �'rt ?` #x 4 a JY - °a {, t E L< sr ti .y,.' ;ii a P 1 1ti r dx '4. 4.. - 'S. �,tt .' . 4 � i�L t # t . . u U £ f / , � / •- r'' f S r° » > t +. a � { N + ti � ..w f{.s r `Y�. bi 4 ,A 7,:-X ..}}++ ✓,r.. + 'Nl y 1{. .�1. q.�G G� 1 -{ C, ,:o H't�l 9S'.4 W 5 nk. 'c 4Y • (t Y' X, -. g.w e .roan+ 4 x 3} Y . a Wi t t ! °s X+ 4 .'r ,�, `y art a} t ',K ` "' y �` c - u. i �,rJ +' zc t ; .t t r' { R {«c 7 , .�z r" + �„y D�, F Yr ru d r �t Y + n d a r'k W f a _, J,;i }'Ft - "� r � '0'^ ! It3 7 �.y : , &�"rt r+i, T YN'aVl..i.t t , ¢J .p F , J y j. r '+xX. .. r ,_ "S Yy �'.,,. 2 ' fi a^.n(R "/ 5- YSc y`` 4 ;'r. t,i <' pk' �v 'p. . Yr a at '' c * '•'3r' s.. .rj p r. � ( : F.;@`: L Br , 'f' "' 47.. '"�' • ! c - ' rX - %J J ' � g r Pw T,4."�V, '8 i...tw bre .• ?- . ' 4•• { ;$•i { . AP' - i .� {y Y y. . le r ° � AY'�1 .q�+..y f • •k}.t. r d .3 ,{.:yw ?{ a T , .d' iP+b. &ro:s r .:. :Tjw N, 10 31 Dead Live Total Bearing: Load Comb Length 252 210 462 252 210 462 04 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 10 fb = 83 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1235 0.10 = L/360 0.15 = L/240 fv /Fv' = 0.05 fb /Fb' = 0.07 0.01 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Hodge engineering inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253 - 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC U11 LOADS ( Ibs, psf, or plf ) Design Check Calculation Sheet Sizer 7.0 Load Loadl Load2 Load3 Load4 Load5 Load6 Load7 Type Dead Snow Dead Snow Dead Dead Live Distribution Full Full Full Full Full Full Full Area Area Area Area UDL Area Area Magnitude Start End 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* Location [ft) Start End Units psf psf psf psf plf psf Rsf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead Live Total Bearing: Load Comb #4 Length 0.50* 1 210 175 385 'Min. bearing length for beams is 1/2" for exterior supports ' -6.1 210 175 385 #4 0.50* Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Shear Bending! +) Live Defl'n Total Defl'n Analysis Value fv = 7 fb = 57 0.00 = <L/999 0.00 = <L/999 Design Value Fv' = 207 Fb' = 1236 0.08 = L/360 0.13 = L/240 Analysis /Design fv /Fv' = fb /Fb' = 0.03 0.05 0.00 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,• , . ..„ I o� g Gig lor engineering i i nc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Harbor, WA 98335 253 - 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC U12 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load7 U8 U8 Dead Snow Dead Snow Dead Dead Live Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area Point yoint 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* 1244 4473 0.83 0.83 psf psf psf psf plf psf psf lbs lbs *Tributary Width (ft) MAXIMUM - EACTIONS (Ibs1 and BEARING LENGTHS (in) : t tr'.!!• X . i fL. 4. A NJ �y O ^}� { r" ? e'P" W s - t$ t ..e A f14y��.�Q ( � ', y, t`ltfl�".'t4 I V �: k t. T' [ .t • fir b K { 1^{( :fit y 8r� '� `b T +..'I'f i'S�P f'_ -S •,t[F 'Q' 1 �^4Ca Y#'4rt f t f:. ,�. t2 ,e Z -- Yp ,$+ - } .^t 4 i . � + m , � C * ,V ¢ L rl} a � . - ft hej 1 ti .» p p C j.P } td y J J j ' - ! r PY.: *' " t '('Tf' t y ,taJ srr -. t 7 +c ,} to t } r } � 1w .tEt .. iY� t t / , d K '•.&' a . ,.$ K ' "f�(A'2 . . ^L+Ve4 S} Z" a } y d ... t 4 f 1 ' . a' .41 ' ti �C , 1 �L ��c-�� * y d Z ®.� J/A r f '2 ' � ' 1. i { 1 d. awl f � F . '1 • li: 9 . +/ Y }IJ 1 n M ,J�^'Y� t t ! t M u{ d 'a S 4 ' F m 3 �ir 17a J'^ ,}, ' f., { t}� . �e. i . ..f {::.t� w I;�'�1'}r t I,R' S 4 .G L.S�aG l; t .�F� t � µ•� L [" P rr'I' L g ! J t y y,• 1cp'✓� a: �' •42r 3 ° -^ s0: 18' d &° ? fia rai � q: m 11' b " g a ` b , • g at � {, . + P ' : � = o ' ' Y �, "ra ° a t 6 4 # M a f J Q . t x n r, a r .1.:-1 . 1 " �} �`�� ms s , . g � r ` ,f} a i 1 ,AZ;1g * Lu , ltC ie' C a FW �P .} , r , r , .rg�t n t `-bl *�' p , N ' - r5 " ,�„ r } ■ ,� , �,. • t r L9 . '4.. 15r� t R p s. 6i - S ; C4 d ,B ' ° ' S1ep �"b•' e ".. � t ky N r sti , e�+> & * ,tai t J �t � ' b r lr , . � £ F 'F .).-1,.• 1 .: z '' E.�rt' K 1 'n ' `' y " ti J } 'Y� r . w 'r-d d6 i r . ' k� " -' . tr + r Y '4SC Y°" I. . % * 1. �t __a7.Lti!,ti.id:�t.._,wtiQVSt. '- . - it '.ir TW r .:.e ►ter ►� 0' 2t Dead Live Total Bearing: 893 2649 3543 686 1904 2590 Load Comb Length #2 1.62 #2 1.18 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value • Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 157 fb = 692 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1077 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.87 fb /Fb' = 0.64 0.05 0.05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. G; ', , , ( li od g e inc. en ineerin `" engineering Hodge Engineering, Inc. COMPAGig Harbor, NY WA 98335 2601 Jahn Al 253- 857 -7055 Jan. 23, 2008 01:45 D H omes Inc. 3 PROJECT plan 246 now load 2006 IBC U13 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Loads Load6 Load7 Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (3.67)* 30.00 (3.67)* 15.00 (1.00)* 30.00 (1.00)* 80.0 10.00 (1.00)* 40.00 (1.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : yd . g. e.'n:4 1. N },Iri . i i ' 4 v iy a ` + T ., •,NIN � n f7� • � � 'w ' .P � '� + ut� e f, r' r, ^.fir y '7' i aa. `+ • k I �+ �- * .�9 f '1ra' ` .i ' }; 5'`:. ''w{ .0.!@.m` +f � r. '.•9 -+:"�, :+•�di'�•', � •* i.� w 1 • _ I w 4 • ��yy �{'y' . .. • ' • :ate' )' 4414/ J4 ftat4r d b u• �'� TW. , g r -. . •1 1 0 } � • '.• • �. .... ` : .'....4..4- `. ; I t I .: 4,7 . il'i..r.l•te,4 ; t '�!g i.. � +:. . �,... ••st,» ° . �'� ,�• `s as }� ' V . `fy. d. . ry t • 1.4.4 4A W • Q i4 V. �� J �' ; ' f _ ? � . p r [4. ^ " r' ' ' ..ate 1 • Fi . . ,, ' ... t 1 '� '.T qq••'i`' � d .� i � rtn • � �t�' 4 - ... y ' t : Yi ~ M� M1 ! , , """f ''' • :9 t. - V. - � s.'•t yA • 1 ›.1n i ' y a ' , 7 { S ,7 1 � aY � ^M� F p RR � 1 r, . .• 1 3 +J .,,, l a yR i+ fw 4T r M � R ' ! t ( � ,:. • A. f i•! . *��` r11 . 9P; �1• I. ' ,.. .. y 3 .��"��• y '74 • 4 y f "Q w h ,,te ,1 I . T r t , t I • • • n L 4 . , % .l - f y ` . vpi. t n...wa i_ N.A'` . sY 1�+ ... r , H .'A p ia I. M ..... t4G N.� • _.. . d i. -z. . 3 9q. s • 0' 2 Dead Live Total Bearing: Load Comb Length 168 140 308 168 140 308 #4 0.50* #4 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analys /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 3 fb = 36 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1238 0.07 = L/360 0.10 = L/240 fv /Fv' = 0.02 fb /Fb' = 0.C3 0.00 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions 01 NDS Clause 4.4.1. .- ~ �` L, {, Hodge P• . "i engineering inc. 1,0 COMPANY Hodge Engineering, Inc. Gig arbo Ave. N 3 Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:45 PROJECT Doak Homes Inc. 3 f sn 30 psf snow load 2006 IBC U14 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location Start Pat - tern Loadl Load2 R5 R5 Load5 Load6 Dead Live Dead Snow Dead Snow Full Area Full Area Point Point Point Point 10.00 (8.00)* 40.00 (8.00)* 967 1891 1823 3602 4.00 4.00 7.33 7.33 0 0 0 0 0 0 Z Z Z Z Z Z *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : °'� tt2i qWN" �, 1 6ia 4 m. •g1. w o- ;?aS �u 'd'+P+ / Ir:n w a 3xdrp ' ° wP au � a °''!!fir J 9 �• � �} { f�� S v 1 S r t i : j 1 r :kY , Na 1. 7011 r ; ,� 14`h 1; �J ��, r pp ! d 31.+Yi.�V..1 ■ -\y .f `q • y c "h fi �6 R t !! & �4 r -' t+' a' - _p� " "l' a ><'A S < l t t fi `z ' . py-t ' 'C x . r ... ...i 9„6r ° 1, ± •x .. : kSt, e , n .:: ? !!.'�: } °.p a p :• ..d .�.r �'e ULOr e ry R ... •• •• A A A, 10. 3' -2" 6' -6" 9' -8.1 Dead Live Total Bearing: Load Comb Length Cb 78 400 478 919 1735 2655 2267 3842 6109 389 712 1102 #2 0.50* 1.00 #3 0.84 1.45 #4 1.55 1.24 #3 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x12" Self- weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n fv* = 162 fb = 317 fb = 324 0.00 = <L/999 0.00 = <L/999 Fv' = 207 Fb' = 1132 Fb' = 1135 0.11 = L/360 0.16 = L/240 fv * /Fv' = 0.78 fb /Fb' = 0.28 fb /Fb' = 0.29 0.02 0.03 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �, - , \ Hod eng i nc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253857 -7055 Jan. 23, 200801:46 PROJECT Doak Homes Inc. plan 2464 load 2006 IBC U15 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load? Load8 Load9 Dead Live Dead Dead Snow Dead Snow Dead Snow Full Area Full Area Full UDL Full Area Full Area Full Area Full Area Full Area Full Area 10.00 (8.00)* 40.00 (8.00)* 80.0 15.00 (0.75)* 30.00 (0.75)* 15.00 (1.00)* 30.00 (1.00)* 15.00(21.50)* 30.00(21.50)* psf psf plf psf psf psf psf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (IIbs) and BEARING LENGTHS (in) : lV 1 '�..TMt*C iltfi :n ..:' . 54 `iriag T. •. ai dam= . 4 AY1 ' K.. _ U YP , K*' T 1154" �!�' '44; rr V "f S3&• "� . r. l' a 4YJ = �: �lQ,=e�:: :d'T"A, ' � �C��� - ;. � '.�M�, . , ..�,t.nj`6. c " ''* ' � , � " . • • W. . .. � ._u %�� � it .�: , , ��� -, atc "• , r - "'MC - ... .;a''��,E.,7!?�C'R?:'d =. _ RI4.'* .4., . (J..Y.. :✓�6�i a "'' .,:fr • :,inA c k kiwi L_,ql ° R : - - ,, x. i , .0 ' 1�M` wife _, 0' 8 Dead Live Total Bearing: Load Comb Length 2085 3052 5137 2085 3052 5137 #3 1.54 #3 1.54 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x10 -1/2" Self- weight of 12.39 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 112 fb = 1309 0.08 = <L/999 0.16 = L /600 Fv' = 305 Fb' = 2726 0.27 = L/360 0.40 = L/240 fv /Fv' = 0.37 fb /Fb' = 0.48 0.30 0.40 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). r� ,;.�, \!', {• . i.,i, � ��'/ ' - ; . engineering inc. is COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:46 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC U16 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Load4 Load5 Load6 Load? Dead Snow Dead Snow Dead Dead Live Full Area Full Area Full Area Full Area Full UDL Full Area Full Area 15.00 (1.00)* 30.00 (1.00)* 15.00 (1.00)* 30.00 (1.00)* 80.0 10.00 (8.00)* 40.00 (8.00)* psf psf psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : _i " h ' F 4 ..7�t • '° "v' e O n i a Z "* R @ Q g • t o dt rr... .k a • 1 r 5'•+ ± g. '� �. ' . � 'ia "'; "' s r ' , +' 'P,` F� � '�y+;CC' . t3• : d p .�•'-�•� '.a `L x' ..b. f1i- 5 �i''c .;4pS i s f { ° $p r k p ° x B $ A • . ,, � • t' ' d � w � I .. + • x '14. ( Q .ti ' ,. r • . � g yt 44. 1r a b� + y w f ir ' r I f •7 J• t , l ~ex r .4 � . a f . .a'� ' 1 �' } f "'•`6 i�- •v^ °CF �d a . * k' � •, 7" * A l k... j a \ 1,. Qa1, a ..•�� '�� ` iv d-w h' r Y n+ Itryr �� ! � s lr ep. Y� .' + 7' - •�, '��kl f!.*! ?+. 1"f ... 10 , 44 Dead Live Total Bearing: Load Comb Length 395 640 1035 395 640 1035 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps ) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 29 fb = 249 0.00 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1073 0.13 = L/360 0.20 = L/240 fv /Fv' = 0.16 fb /Fb' = 0.23 0.04 0.05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. > •� l > G ! `�. '� �E �f li odge eri ineerin g g inc. COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 Jan. 23, 2008 01:46 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC M1 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (4.83)* 40.00 (4.83)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i y� , I 1.7 i^` • ._. is ar' v ( ..ly • f Y, `,w� , y � , a9 . ' !`t 111* ' .� s . y"4:1111A.,, r .r•- o. y , r ♦ ♦ y y . i . , � ♦'y +gy .:{ * � f � 1 Y. .+1 r � y w "N! i+ p " ']�C i "� . +T '. { .1•014,#. ,• 4 {Yt w .. AS. ,. } -.. 1 } . I %., - •+. 1. 'n. TT �"1p'Peii z ?v. ,.• ,:f ii.. ,y3•. :1 j f rt •* • a ,7.• - ^ , ,`�, �,'Ill f`x ..N... x. # Al, r: =* i R 1 • , •. , '- ' 489` 1 .. :' ...4,1?„...,_ .{ , i -$jC'• ^ a w r r a 5. r . 1 [ . 1 rf . . !;.1 .4. J • tI .., Y+• .. Y '� _ R ',. — J4 Tf1 i 4h:. I 0 3' -8'1 Dead Live Total . Bearing: Load Comb Length 103 354 457 103 354 457 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 12 fb = 101 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.07 fb /Fb' = 0.09 0.02 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - H odge engineering inc. COMPANY Hodge Engineering, Inc. Al Harbor, WA 98335 253- 857 -7055 Jan. 23, 2008 01:46 PROJECT Doak Homes Inc. plan 246 Gg now load 2006 IBC M2 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (7.92)* 40.00 (7.92)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : b ... _ . µ .... - - -i. . . - .p - ° . i p 4 a 65554 0' 5' -8, Dead Live Total Bearing: Load Comb Length 246 897 1143 246 897 1143 #2 0.52 #2 0.52 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 39 fb = 389 0.02 = <L/999 0.03 = <L/999 Fv' = 180 Fb' = 1070 0.19 = L/360 0.28 = L/240 fv /Fv' = 0.21 fb /Fb' = 0.36 0.11 0.10 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. .. f ' engineering inc. 1,, COMPANY Hodge Engineering, Inc. Gig Jahn Ave. NW, 3 Ste. Al Gig Harbor, WA 98335 253-857-7055 Jan. 23, 2008 01:46 PROJECT Doak Homes Inc. plan psf snow 30 psf snow load 2006 IBC M3 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location (ft) Start End Units Loadl Load2 Load3 Load4 Load5 Dead Live Dead Dead Live Full Area Full Area Full UDL Full Area Full Area 10.00 (9.08)* 40.00 (9.08)* 80.0 10.00(13.25)* 40.00(13.25)* psf psf plf psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING (in) : g LENGTHS 1.i. �{ K argy( x .P t Y' j1 yy �y r • i {��. .� �f t{:4? •^ "i'� M } +j � A. f ) f../' !fir ,., "Y,w! S '4 ) E �j '( '. t� i . �'�^ ..` # an s�, �y •. • . �4 .:4 5 y'4T M1:. q a .. sp - fir ,t `. fg .....A4. f w � a� .ee � :„:, J *. 4tt k 7 ,i Vijy `� { 4 h 0 { v.- f � +± y :'7''y, f � ��i{rr r' c i b'W }� is #AD .` : $ g ib 1 i' ,,,k 'Iv j+f 4r � `7 ..,t- >s: ''..f n ,..., j� .,if 'r O 4. . t''i'+dt , ,, t � v ��"� ; ` I y ��y i al." � i' r R ,7 } . q +E . �l', j f r1 y � � „ .,. ` G 1 ' Y ""tr.,..-- ' J 4�% 1 � �� + r , tl �s �he fc_ A = . C N ;. � . Y • C2 a. 5r � �„�!�`t`'' i fi' w 'K ` .� g a 'v °� $' 9 $_bb° '., j 1 ,Y , ,. `� t � "1 .. o R7 d r a r { + F� t- t`"" k+ rY ?, E \ \ ° ri m b {� , ? 4 n '� j t+C •. ID+'.r ` Src�� * ' .''''11.0`.,-:".4..i4 • { y* � , ° � � p �? .X + � a, ' ,+ .. a 4 hi; RR kA • 1 0' 3. - 3 '1 Dead Live Total Bearing: Load Comb Length 505 1452 1957 505 1452 1957 #2 0.89 #2 0.89 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fir = 48 fb = 382 0.01 = <L/999 0.01 = <L/999 Fv' = 180 Fb' = 1074 0.11 = L/360 0.16 = L/240 fv /Fv' = 0.26 fb /Fb' = 0.36 0.06 0.06 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 81 .., ` � odge engineering Inc, COMPANY Hodge Engineering, Inc. 2601 Jahn Ave. NW, Ste. Al Gig Harbor, WA 98335 253857 -7055 Jan. 23, 2008 01:46 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC M4 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(10.67)* 40.00(10.67)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs)�afsn�dd BEARING LENGTHS (in) : f ;'• .' `{ �'. Y ,,:. .~JP ai J4 y -�Ye ,yet • Cy✓, K W Qu V -. 5 3 jrv RiSD 1 R8°: 1 /��11' . aat3 . " .; t. - f ' - - i • Y3 4 _ r_ i0 q _ k ° 4- fat vn - : ti y ,` �t k T r , �.�� a E ,ate H S j ( '- j C.. d' L r. ry- w .f' t,� 4 ) j a �Y iS 1 4 4 F 7M v -?4 ^ J 9 , R o ne ' C F n.l n a , t fr 7f `5 r t' , a i } yi } #Y sq ' t`f t _ # 1 a� a - 7 t f a. -94r , t... 6' "-a. ,:. hr �o 7n.z`?^ ,.. -; . .. #: �. ., ...t?,,... ., r. .JS .4., < ..r >.t,�h. ,. ? ..F,..:�:, �., . . 1 5 Dead Live Total Bearing: Load Comb Length 324 1209 1533 324 1209 1533 #2 0.70 #2 0.70 Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 52 fb = 522 0.03 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 1070 0.19 = L/360 0.28 = L/240 fv /Fv' = 0.29 fb /Fb' = 0.49 0.14 0.13 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1� ---I---111 ' H odge , engineering inc. COMPANY Hodge Gig Harbor Engineering98335 , Inc. 2601 Jahn Ave. NW, Ste. Al WA 253 857 -7055 Jan. 23, 2008 01:46 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC M5 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00(10.75)* 40.00(10.75)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : „ S' M ` '' Q� ` ' +� yyy .''"4” .."ski+'' q•„.".. r ,,.1M ' ;F n" '�7- - T } 't? W k 'j ` id Jr t 1 _ ' .} { t rR7rffZ�L•l ■�- i ,� •f r3 ' !' �.y „ 7r r °a r ;:1"-t2.'. 4Cri } r., p -aP` yt y • ',�►, n � 1 ;i0, F�Si ri t # �{� :j 1p ;rfl. d• +�a.:'k °•' .�. ..r -n. b ' { ws"�' F „ s. 13 + j :,(1, ' "W. ,Y ;i� t � - r ' .� , - r— w � b r 3� -+ ' � jF.. T _ � `"di` - . e:9 . c ! . 7 �Ir 'A yi idati t L ,�*` F .e „. • 0 . te. r * � �p� .. _ r L A v b r.. -Y� r• 1. t ti r '��! �t•i r . .:.n?� • '� * di 4. yy 10' 4' -8 '1 Dead Live Total Bearing: Load Comb Length 269 1003 1272 269 1003 1272 #2 0.58 #2 0.58 Lumber -soft, D.Fir -L, No.2, 4x10” Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps') and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 39 fb = 357 0.01 = <L/999 0.02 = <L/999 Fv' = 180 Fb' = 1072 0.16 = L/360 0.23 = L/240 fv /Fv' = 0.22 fb /Fb' = 0.33 0.08 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - / H engineering inc. 4. COMPANY Hodge Engineering, Inc. Gig Harbor, WA 98335 253 -857 -7055 Jan. 23, 2008 01:47 PROJECT Doak Homes Inc. plan 2464 30 psf snow load 2006 IBC M6 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Load2 Dead Live Full Area Full Area 10.00 (5.17)* 40.00 (5.17)* psf psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : °R e V.,1,-4.' .tr ) 4 ' a a ,. . '" o w m s Q 7 "u r g y ' Of Or. •y.. , � 1 + . , c q t a $.. �{ p q 'q iiF� O{tq.l F A J # d O i * R'q qD i r ` ~ a d , iF. ` ^1 -°y .R S'1 s w n r r • a ¢ ' i_ t. r 5^tk a � Rr f _ F r 1.., �tbt p Vi „ �y ty q Y . r ,�Ax. - {.•r .Sk'!(r F, 1 ^n c d y � ! t - T ( t r a o s: sr,j ..., ! - ` a � . S} r ' . J am ., } i f! �h v w r - xj..�q,'1 y ♦ j ,i♦' . k r t ` D 7 . - V �1s } t t � x�” sY 1�¢ 1 '1j` l.s•4 ( r r .-•1 ' '+ ..+x4 J L 7 L' y N �.. S ^ !•yl � lug s r b f'47, - ,q�• q . x. r+ F y S 4+ k a , W R y A .1 A 4 f bt'n _ `a` !! .a ,�..:' y ` II' tN - -it1 !` l{i R ac ` I •?t�. °i°o' •: �. d .. bK .'.: j,.. d �,.f �.5 ' .py M . , et sb'; �� �E' , :kst9: __�P.l', +r•R h4 q• rt. L `Qx11 K 1 3. -6d Dead Live Total Bearing: Load Comb Length 104 362 466 104 362 466 #2 0.50* #2 0.50* *Min. bearing length for beams is 1/2" for exterior supports Lumber -soft, D.Fir -L, No.2, 4x10" Self- weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (ps) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv = 12 fb = 98 0.00 = <L/999 0.00 = <L/999 Fv' = 180 Fb' = 1074 0.12 = L/360 0.18 = L/240 fv /Fv' = 0.07 fb /Fb' = 0.09 0.02 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Wood Column Description : Load Combination Results Load Combination D Only Lr+Lf Only D +Lr +L Load Combination Ho Once i - lee irl`= Lie. W- 06007122 License Owner : HODGE ENGINEERING INC Braced x -dir - single 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : End Fixities Overall Column Height ( LA ,ad fat non- 51encler ca/cufaUorrs ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fb - Tension 850.0 psi Fc - Prll 1, 00.0 psi Fc - Perp 405.0 psi E : Modulus of Elasticity .. Basic Minimum Allowable Stress Design Top & Bottom Pinned Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable Load Combination +D +D +L +H +D +Lr +H +D+0,750Lr+0,750L +H Maximum Reactions • Unfactored Fv Ft Density x -x Bending 1, 00.0 470.0 Load Combination 2006 IBC & ASCE 7 -05 PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge a Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 111C , fax 253 - 857 -7599 Title Block Line 6 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Applied Loads Column self weight included : 9.0891 lbs * Dead Load Factor AXIAL LOADS .. Axial Load at 9.0 ft, Yecc = 0.0590in, D = 0.70, L = 0.70 k DESIGN SUMMARY 0.96901 : 1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 1.40 1 k 7.0000E -006 k -ft 6.8000E -005 k -ft 8 .515 psi .0097120:1 +D +L +H .Oft 1.4568 psi psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0. 5218 PASS 0.0 ft 0. 6 01 PASS 8. 6 ft 0. 5218 PASS 0.0 ft 0.7861 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.004 -0.004 -0.008 Axial 1, 00.0 ksi -0.004 -0.004 -0.008 Maximum Deflections for Load Combinations • Unfactored Loads Project Notes : Max. X -X Deflection Distance Max. Y -Y Deflection D Only 0.2436 in 5.255 ft 0.004 in Printed 31 MAY 2008 File: c:\Documents and Settinps\ShannontMy Documents\ENERCALC Data Fileslwood post calcula8ons.ec6 ENERCALC, INC. 19812008, Ver: 6.0.18, N:42801 Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 2x4 Graded Lumber Sawn 1.50 in Allowable Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx ly 3.50 in 5.250 in ^2 5. 5 4 in /4 0. 84 8 in^4 Maximum SERVICE Lateral Load Reactions . . Top along Y - .0007650 k Bottom along Y - .0007650 k Top along X -X .0076480 k Bottom along X -X .0076480 k Maximum SERVICE Load Lateral Deflections ... Along Y - Y .008 480 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.48717 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.500 -0.000 -0.000 -0.001 Maximum Stress Ratio .0048560 .00 7120 .0048560 .0084 80 Y -Y Axis Reaction @ Base @ Top -0.000 -0.000 -0.001 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Job # Compression 1.150 .0 ft .0 ft .0 ft .0 ft 1.50 1.150 1.50 1.0 1.0 1.0 1.0 t))r Tension Note: Only non -zero reactions are listed. Wood Column Ho W- 06007122 Description : Braced x -dir - double 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( 115. : for non - slander ra /cvriations ) Wood Species Wood Grade Fb - Compr Fb - Tension Fc - Prll Fc - Perp E : Modulus of Elasticity ... Basic Minimum Hem Fir No.2 850.0 psi 850.0 psi 1, 00.0 psi 405.0 psi Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 18.1781 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 1.60, L = 1.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions Unfactored Load Combination D Only Lr+Lf Only D +Lr +L John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 Project Notes .WW r i i 1 .. I El " C .. e e , 1110 , fax 253 -857 -7599 Title Block Line 6 Fv Ft Density x -x Bending 1, 00.0 470.0 Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 Wood Section Name 2 - 2x4 Wood Grading /Manuf. Graded Lumber .0 ft Wood Member Type Sawn 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 0.96501 :1 +D +L+H Myy, NDS Eq. . - 8. 6 ft .2182 k 1.6000E -005 k -ft .0001560 k -ft 8 .515 psi 0.011099 :1 +D +L +H .O ft 1.664 psi psi Exact Width 3,0 in Allowable Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 10.50 in ^2 Cf or Cv for Compression 1.150 lx 10.7188 in ^4 Cf or Cv for Tension 1.50 ly 7.8750 in ^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf: Built -up columns 1.0 n'US 1, 00.0 ksi Use Cr : Repetitive ? No rrir +9 -rh Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y - Axis buckling = 9.0 ft, K = 1.0 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.40184 PASS 0.0 ft 0. 6501 PASS 8. 6 ft 0.40184 PASS 0.0 ft 0.75585 PASS 8. 6ft X -X Axis Reaction @ Base @ Top -0.009 -0.009 -0.017 -0.009 -0.009 -0.017 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only 0.0696 in 5.255 ft 0.005 in File: c:IDocuments and Setlings \Shannon\My Documents ENERCALC Data Files\wood post calculadons.ec6 ENERCALC, INC. 1983 -2008, Verr6.0.18, N:42801 License Owner : HODGE ENGINEERING INC Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - .0017480 k Bottom along Y -Y Top along X -X 0.017481 k Bottom along X - Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.010226 in at 5.2550 ft above base for load combination : D + Lr + L Along X - 0.1 1 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.500 Maximum Stress Ratio Y -Y Axis Reaction @ Base @ Top -0.001 -0.001 -0.002 Max. Y -Y Deflection .005550 0.0110 .005550 .00 7120 -0.001 -0.001 -0.002 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Compression 1.150 .0 ft .0 ft .0 ft .0 ft Job # Printed: 31 MAY 2008 .0017480 k 0.017481 k Tension Note: Only non -zero reactions are listed. Wood Column Description : Load Combination Ho Load Combination Results ertgi e _11C. John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 fax 253 -857 -7599 Title Block Line 6 LicV: fW.'06007.1221 l .license Owner, :$HODGE ENGINEERINGANC Braced x-dir - triple 2x4 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : End Fixities Overall Column Height ( Used for non- slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fb - Tension 850.0 psi Fc - Prll 1, 00.0 psi Fc - Perp 405.0 psi E : Modulus of Elasticity ... Basic Minimum Allowable Stress Design Top & Bottom Pinned Fv Ft Density Load Combination 2006 IBC & ASCE 7 -05 .0 ft 150.0 psi 525.0 psi 27.70 pcf x -x Bending y -y Bending 1, 00.0 1, 00.0 470.0 470.0 Applied Loads Column self weight included : 27.2672 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 2.50, L = 2.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination +D +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H Maximum Reactions - Unfactored 0.96062 :1 +D+L+H Myy, NDS Eq. . - 8. 6 ft 5.027 k 2.4000E -005 k -ft .0002440 k -ft 8 .515 psi 0.011562 :1 +D+L+H .O ft 1.7 4 psi psi X -X Axis Reaction @ Base @ Top Axial 1, 00.0 ksi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.41840 PASS 0.0 ft 0. 6062 PASS 8. 6 ft 0.41840 PASS 0.0 ft 0.7 46 PASS 8. 6 ft D Only -0.014 -0.014 Lr+Lf Only -0.014 -0.014 D + Lr + L -0.027 -0.027 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X -X Deflection Distance D Only 0.0322 in 5.255 ft 0.005 in Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Job # Printed: 31 MAY 2008 File: c:lDocuments and Sel8ngs \Shannonwy DocumentslENERCALC Data Flteslwood post calculatons.ece ENERCALC INC 1983-2008, Ver 8.0.18, N:42801 Code Ref : 2006 IBC, ANSI / AF 3 -2x4 Graded Lumber Sawn 3.50 in Cf or Cv for Bending 15.750 i02 Cf or Cv for Compression 16.0781 in^4 Cf or Cv for Tension 26.5781 inM Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? PA NDS - 2005 4.50 in Allowable Stress Modification Factors Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 1.50 1.150 1.50 1.0 1.0 1.0 1.0 NDS 15.32 NO (non -gIb lv) Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0027 10 k Bottom along Y -Y .0027 10 k Top along X -X 0.027 15 k Bottom along X -X 0.027 15 k Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.010652 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.064440 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses... Bending Cf or Cv : Size based factors 1.500 -0.001 -0.001 -0.003 Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection Maximum Stress Ratio .0057810 0.011562 .0057810 0.010117 -0.001 -0.001 -0.003 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Compression 1.150 .0 ft .0 ft .0 ft .0 ft Tension Note: Only non -zero reactions are listed. Wood Column Description : Load Combination Results Load Combination D Only Lr+Lf Only D +Lr +L Ho ertc,] i - IE'f'''I Lic. W- 06007122 License Owner : HODGE ENGINEERING INC Braced x -dir - single 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculation Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination +0 +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored 1 John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 "._11C . fax 253 - 857 -7599 Title Block Line 6 .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Applied Loads Column self weight included : 14.2828 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D =1.60, L =1.60 k DESIGN SUMMARY 0.98148 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft .214 k 1.6000E -005 k -ft .0001560 k - ft 805.01 psi 0.014126 :1 +D +L +H .Oft 2.11 0 psi psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.428 4 PASS 8. 6 ft 0. 8148 PASS 8. 6 ft 0.428 4 PASS 8. 6 ft 0.8 140 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.009 -0.009 -0.009 -0.009 -0.017 -0.017 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Exact Width Exact Depth Area lx ly Project Notes : Printed. 31 MAY 2008 File: c:\Documents and Set8ngs\ShannonlMy Documents\ENERCALC Data Filestwood post calculations.ec6 ENERCALC, INC. 1983 -2008, Ver: 6.0.18, N:42801 Wood Section Name Wood Grading /Manuf. Wood Member Type Y -Y Axis Reaction @ Base @ Top -0.001 -0.001 -0.002 Max. Y -Y Deflection D Only 0.3543 in 5.255 ft 0.003 in Code Ref : 2006 IBC, ANSI I AF PA NDS -2005 2x6 Graded Lumber Sawn 1.50 in 5.50 in 8.250 inA2 20.7 6 in^4 1.546 in /A Allowable Stress Modification Factors Cf or Cv for Bending 1. 0 Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built -up columns 1, 00.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0017480 k Bottom along Y -Y .0017480 k Top along X - 0.017481 k Bottom along X - X 0.017481 k Maximum SERVICE Load Lateral Deflections ... Along Y - Y .0052710 in at 5.2550 ft above base for load combination : D + Lr + L Along X - 0.70860 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.300 Maximum Stress Ratio .00706 0 0.014126 .00706 0 0.012 61 -0.001 -0.001 -0.002 Distance 5.255 ft Shear Ratios Status Location PASS PASS PASS PASS Job # Compression 1.100 .0 ft .0 ft .0 ft .0 ft 1.10 1. 0 1.0 1.0 1.0 1.0 ;vas 1 53 No 'non jm n -,w, Tension Note: Only non -zero reactions are listed. Licen`se Owner : HODGErENGINEERING:IN Wood Column Description : General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - PrIl 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 28.5656 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 4.0, L = 4.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D+L+H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions • Unfactored Load Combination D Only Lr+Lf Only D +Lr +L D Only Ho erlr.]i' 1ee''in ; John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 IW 253 -857 -7055 11C' . fax 253 - 857 -7599 Title Block Line 6 Braced x - double 2x6 9' stud braced by wall - eccentricity .167 times depth .0 ft 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 0.85951 : +D+L+H Myy, NDS Eq. . - 8. 6 ft 8.0286 k . 000E -005 k - ft .000 10 k - ft 805.01 psi 0.017658 :1 +D +L+H .Oft 2.6487 psi psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0. 166 PASS 8. 6 ft 0.85 51 PASS 8. 6 ft 0. 166 PASS 8. 6 ft 0.70815 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.022 -0.022 -0.044 Axial 1, 00.0 ksi -0.022 -0.022 -0.044 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X -X Deflection Distance Project Notes : 0.1107 in 5.255 ft 0.003 in Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Printed: 31 MAY 2008 File: c:IDocuments and Setlinps\Shannon\My Documents\ENERCALC Data Fileslwood post calculatons.ec6 ENERCALC, Wc.1983 -2008, Ver. 6.0.18, N :42801 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx ly 41.5 8 in^4 12. 750 in^4 Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - .004 70 k Bottom along Y -Y .004 70 k Top along X - 0.04 704 k Bottom along X - 0.04 704 k Maximum SERVICE Load Lateral Defections... Along Y - .0065880 in at 5.2550 ft above base for load combination : D + Lr + L Along X - 0.22144 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses... Bending Cf or Cv : Size based factors 1.300 .00882 0 0.017658 .00882 0 0.01 5451 Y -Y Axis Reaction @ Base @ Top -0.002 -0.002 -0.004 Max. Y -Y Deflection Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 2 -2x6 Graded Lumber Sawn 3.0 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 0 16.50 inA2 Cf or Cv for Compression 1.10 Cf or Cv for Tension 1. 0 Cm : Wet Use Factor 1.0 1.0 1.0 1.0 NDS 15 31 No (non gib onit) Maximum Shear Ratios Stress Ratio Status Location -0.002 -0.002 -0.004 Distance 5.255 ft PASS PASS PASS PASS Compression 1.100 .0 ft .0 ft .0 ft .0 ft Job # Tension Note: Only non -zero reactions are listed. Wood Column Description : Ho engi irl Lic. W- 06007122 Braced x -dir - triple 2x6 9' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height Used Jo/ non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1, 00.0 psi Density Fc - Perp 405.0 psi E : Modulus of Elasticity . x -x Bending Basic 1, 00.0 Minimum 470.0 Load Combination 2006 IBC & ASCE 7 -05 Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0,750L +H Maximum Reactions - Unfactored Load Combination John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste A1Dsgnr: John Hodge al Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing WIW 253 - 857 -7055 :11C, fax 253 - 857 -7599 Title Block Line 6 .0 ft 0. 5 48 0. 0 0. 5 48 0.7 8 150.0 psi 525.0 psi 27.70 pcf y -y Bending 1, 00.0 470.0 Applied Loads Column self weight included : 42.8484 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 7.0, L = 7.0 k DESIGN SUMMARY 0.90933 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 14.042 k 6.8000E -005 k -ft .0006840 k - ft 805.01 psi 0.020601 :1 +D +L +H .Oft .0 02 psi psi X -X Axis Reaction @ Base @ Top Load Combination Max. X -X Deflection Distance Axial 1, 00.0 ksi Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Maximum Axial + Bending Stress Ratios Stress Ratio Status Location PASS 0.0 ft PASS 8. 6 ft PASS 0.0 ft PASS 8. 6ft D Only -0.038 -0.038 Lr+Lf Only -0.038 -0.038 D +Lr +L -0.076 -0.076 Maximum Deflections for Load Combinations - Unfactored Loads Project Notes : -0.004 -0.004 -0.008 Max. Y -Y Deflection D Only 0.0574 in 5.255 ft 0.004 in File: c1Documents and SetingslShannon \My Documents\ENERCALC Data Files wood post calculations.ec6 ENERCALC, INC. 1983 -2008, Ver: 6.0.18, N:42801 License Owner : HODGE ENGINEERING INC Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 3 -2x6 Graded Lumber Sawn 4.50 in Allowable Stress Modification Factors 5.50 in 24.750 in *2 62. 06 in^4 41.7656 in^4 Ct : Temperature Factor Cfu : Flat Use Factor Kf: Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X - Axis Y - Y (depth) axis :Unbraced Length for Y - Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y - .0076480 k Bottom along Y - .0076480 k Top along X -X 0.076481 k Bottom along X -X 0.076481 k Maximum SERVICE Load Lateral Deflections... Along Y -Y .0076860 in at 5.2550 ft above base for load combination : D + Lr + L Along X - X 0.11482 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. . Bending Cf or Cv : Size based factors 1.300 Maximum Stress Ratio 0.010 01 0.020601 0.010 01 0.018026 Y -Y Axis Reaction @ Base @ Top -0.004 -0.004 -0.008 Distance 5.255 ft Shear Ratios Status Location Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor PASS PASS PASS PASS Job # Compression 1.100 .0 ft .0 ft .0 ft .0 ft Printed: 31 MAY 2008 1. 0 1.10 1. 0 1.0 1.0 1.0 1.0 NDS No ,; -1, Tension Note: Only non -zero reactions are listed. • WO fl : .06007122 Description : Ho enr.1 i - lee' irlf: Braced x-dir - quad 2x69' stud braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height .0 ft ( Used for non - slender calculations ) Wood Species Hem Fir Wood Grade No.2 Fb - Compr 850.0 psi Fv 150.0 psi Fb - Tension 850.0 psi Ft 525.0 psi Fc - PrIl 1, 00.0 psi Density 27.70 pcf Fc - Perp 405.0 psi E : Modulus of Elasticity . . . x -x Bending y -y Bending Basic 1, 00.0 1, 00.0 Minimum 470.0 470.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 57.1313 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 10.0, L = 10.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D + D+L+H +D+Lr+H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored Load Combination D Only Lr+Lf Only D +Lr +L e :11e. John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 fax 253 - 857 -7599 Title Block Line 6 0.92629 :1 +D+L+H Myy, NDS Eq. . - 8. 6 ft 20.0571 k .8000E -005 k - ft .000 770 k -ft 805.01 psi 0. 7858 0. 262 0. 7858 0.7 7 8 0.022073 :1 +D+L +H .Oft . 10 psi psi X -X Axis Reaction @ Base @ Top -0.055 -0.055 -0.055 -0.055 -0.109 -0.109 Load Combination Max. X -X Deflection Distance lx ly Axial Kf : Built -up columns 1, 00.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location PASS 0.0 ft PASS 8. 6 ft PASS 0.0 ft PASS 8. 6 ft Maximum Deflections for Load Combinations - Unfactored Loads Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : Printed: 31 MAY 2008 File: c:IDocdments and Sethngs1Shannon\My Dociiments\ENERCALC Data Fileslrrood post oalwlatons.ec8 ENERCALC, INC. 1983-2008, Ver. 6.0.18, N:42801 License `"OwnerHODGErENGINEERING ?INC Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.010 26 k Bottom along Y -Y 0.010 26 k Top along X -X 0.10 26 k Bottom along X -X 0.10 26 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y .0082 50 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.06 20 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.300 Y -Y Axis Reaction @ Base @ Top -0.005 -0.005 -0.011 Max. Y -Y Deflection D Only 0.0346 in 5.255 ft 0.004 in Code Ref : 2006 IBC, ANSI / AF PA NDS -2005 4 -2x6 Graded Lumber Sawn 6.0 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 0 0 in "2 Cf or Cv for Compression 1.10 8 .1875 in"4 .0 in"4 0.0110 6 0.02207 0.0110 6 0.01 14 -0.005 -0.005 -0.011 Distance 5.255 ft Job # Cf or Cv for Tension 1. 0 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Compression Tension 1.100 1.0 NUS 15 32 No (non -gib only! PASS .0 ft PASS .0 ft PASS .0 ft PASS .0 ft Note: Only non -zero reactions are listed. Wood Column Load Combination D Only Lr+Lf Only D +Lr +L Ho erlgi lee Lic. : W- 06007122 License Owner : HODGE ENGINEERING INC Description : Unbraced - single 4x6 9' stud DF not braced by wall - eccentricity .167 times depth General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - sender calculations ) Wood Species Douglas Fir - Larch (North) Wood Grade No. 1 No. 2 Fb - Compr 850.0 psi Fv Fb - Tension 850.0 psi Ft Fc - Prll 1,400.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... x -x Bending Basic 1,600.0 Minimum 580.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 37.9827 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 9.0 ft, Yecc = 0.0590in, D = 2.750, L = 2.750 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Governing NDS Forrnla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions - Unfactored .0 ft 180.0 psi 500.0 psi 1.570 pcf y -y Bending 1,600.0 580.0 0.92453 :1 +D +L +H Myy, NDS Eq. . - 8. 6 ft 5.5 80 k 2.7000E -005 k -ft .00026 0 k - ft 466.525 psi -0.015 -0.015 -0.030 .0086710 :1 +D +L +H .0 ft 1.560 psi psi Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0. 1045 PASS 0.0 ft 0. 245 PASS 8. 6 ft 0. 1045 PASS 0.0 ft 0.702 5 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.015 -0.015 -0.030 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only John Hodge P.E. Title : Column Calculations 2006 IBC 2601 Jahn Ave NW Ste Al Dsgnr: John Hodge Gig Harbor, WA 98335 Project Desc.: Wood Stud Load Bearing 253 - 857 -7055 I ri t.; :11 C . fax 253 - 857 -7599 Title Block Line 6 0.0389 in ly Project Notes : File: c:10ocuments and Settngs\Shannon\My Documents\ENERCALC Data Files\wood post calcula8ons.ec6 ENERCALC, INC. 1983 -2008, Ver: 6.0.18, N:42801 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area lx Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built -up columns 1,600.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X - Axis buckling = 9.0ft, K = 1.0 Y - (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 3.50 in Allowable Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 0 1 .250 in ^2 Cf or Cv for Compression 1.150 48.5260 in ^4 Cf or Cv for Tension 1. 0 1 .6510 in ^4 Cm : Wet Use Factor 1.0 5.255 ft 0.002 in Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .00 0050 k Bottom along Y -Y .00 0050 k Top along X -X 0.0 0046 k Bottom along X -X 0.0 0046 k Maximum SERVICE Load Lateral Deflections ... Along Y - .00 1540 in at 5.2550 ft above base for load combination : D + Lr + L Along X -X 0.0778 5 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses .. Bending Cf or Cv : Size based factors 1.300 Y -Y Axis Reaction @ Base @ Top -0.002 -0.002 -0.003 Max. Y -Y Deflection Code Ref : 2006 IBC, ANSI / AF PA NDS - 2005 4x6 Graded Lumber Sawn Maximum Shear Ratios Stress Ratio Status Location .004 60 .0086710 .004 60 .0075870 -0.002 -0.002 -0.003 Distance 5.255 ft PASS PASS PASS PASS .0 ft .0 ft .0 ft .0 ft Job # Compression 1.150 Printed 31 MAY 2008 Tension Note: Only non -zero reactions are listed. 'r Ho LIC : Wais007i2z�,�r._ f , License; O:Wher,.'KHODGE :ENGINEERINGIIN C Wood Column Description : General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Douglas Fir - Larch (North) Wood Grade No. 1 No. 2 Fb - Compr Fb - Tension Fc - Pril Fc - Perp E : Modulus of Elasticity ... 850.0 psi 850.0 psi 1,400.0 psi 625.0 psi x -x Bending Basic 1,600.0 Minimum 580.0 Load Combination 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included : 59.6870 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft, Yecc = 0.0590in, D = 7.750, L = 7.750 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Formla np Mxx Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results ert( Load Combination +D + D+L+H +D+Lr+H +D+0.750Lr+0.750L+H Maximum Reactions - Unfactored Load Combination 0 Only Lr+Lf Only D +Lr +L Fv Ft Density e _11C, John Hodge P.E. 2601 Jahn Ave NW Ste Gig Harbor, WA 98335 253 - 857 -7055 fax 253 - 857 -7599 Title Block Line 6 Unbraced - single 6x6 9' DF stud not braced by wall - eccentricity .167 times depth 180.0 psi 500.0 psi 1.570 pcf y -y Bending 1,600.0 580.0 0.94786 :1 + D+L+H Myy, NDS Eq. . - 8. 6 ft Code Ref : 2006 IBC, ANSI I AF PA NDS -2005 Wood Section Name 6x6 Wood Grading /Manuf. Graded Lumber .0 ft Wood Member Type Sawn 15.55 7k 7.6000E -005 k -ft .0007570 k -ft 0 .1 1 psi 0.015551 :1 + D+L+H .Oft 2.7 2 psi psi Axial 1,600.0 ksi Exact Width Exact Depth Area lx Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0. 1 12 PASS 8. 6 ft 0. 4786 PASS 8. 6 ft 0. 1 12 PASS 8. 6 ft 0.75042 PASS 8. 6 ft X -X Axis Reaction @ Base @ Top -0.042 -0.042 -0.085 -0.042 -0.042 -0.085 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Title : Column Calculations 2006 IBC A1Dsgnr: John Hodge Project Desc.: Wood Stud Load Bearing Project Notes : D Only 0.0283 in 5.255 ft 0.003 in Job # Printed: 31 MAY 2008 Flle: crpocuments and SetgngslShannonlMy Documents\ENERCALC Data Fiteslwood post calwlatons.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.18, N:42801 Y -Y Axis Reaction @ Base @ Top -0.004 -0.004 -0.008 Max. Y -Y Deflection 5.50 in Allowable Stress Modification Factors .0077760 0.015551 .0077760 0.01 607 -0.004 -0.004 -0.008 Distance 5.255 ft Cf or Cv for Bending 1.0 5.50 in 0.250 i02 Cf or Cv for Compression 76.2552 inM Cf or Cv for Tension ly 76.2552 inM Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built - up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 9.0ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y .0084680 k Bottom along Y -Y .0084680 k Top along X -X 0.084676 k Bottom along X - 0.084676 k Maximum SERVICE Load Lateral Deflections... Along Y - .0056570 in at 5.2550 ft above base for load combination : D + Lr + L Along X - X 0.056571 in at 5.2550 ft above base for load combination : D + Lr + L Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.000 PASS PASS PASS PASS Compression Tension 1.000 .0 ft .0 ft .0 ft .0 ft 1.0 1.0 1.0 1.0 1.0 1.0 NDS 1532 No (non -gib onlvl Note: Only non -zero reactions are listed. Column Len ith 4 5 6 7 8 9 10 11 100% 3 Wide Allowable Axial 3 x 6" Column Load 3118' 100% 22,850 19,330 15 960 13 160 (Ib) x 71/2" 5 1 /8 ' x 5 115% 125% 100% 115% 25,130 26,520 29,950 ' 33,910 20,760 21 600 28,230 31,650 16,870 17,390 26 210 ' 26 210 13,780 14,130 LL 23,980 ` 29,050 11,390 11 640 21 640 23,320 9,550 9,730 19,330 20,600 8,100 T88,240 17,200 18,170 6,950 ; 7,050 15310_ 16,080 5 ' / 8 ' Wide Column Allowable Axel Load (Ib)' 5 X 6" 5 100% 35,110 31,690 28,310 25,190 22,420 20,020 17,940 16,140 13,220 12,040 11,010 10,100 9,290 8,580 x 7 115% 125% 38,380 40,350 34,160 35,610 30,170 31,250 26,620 27,450 23,550 24,200 20,930 21,440 18,670 19,100 16,750 17,090 15,080 13,650 13,900 12,410 12,620 11,325 11,500 10,360 10,520 9,520 . 9,660 8,780 8,900 115% 125 °10 20,100 21,210 16 610 a 17,280 13 490 13 910 ; 11,020 11,300 125% 100% 115% 125% 36,470 35,070 , 39,700 1 42,700 33,830 33,060 37 070, 39 620 30,800 30,090 34,020 ; 36,080 27 28 30,700132 280 24 310 25 350 27,310 28,470 21 340 22640 24 130 r 24,990 18,740 20,140 21,290 1 21,950 16,520 17,930 18,830 19,350 18,290 15,460 12,760 10,530 8,760 7 6,280 5 410 9,110 7,640 9,310 7,780 10,960 9,230 i 7,860 I 6 760 6,480 1 5,560 ! 6,590 5,640 12 13 14 15 16 17 18 19 20 21 22 23 4,700 4,120 1 4,810 ' 4,_210 i 4,880 4,260 5,870 i 5 1 j- 6,020 5,260 6,100 5,330 . 1 i 13,670 14,280 0 12,25 12,750 11,430 9,950 _10,300 9,030 , 9,320 8,220 8,470 7,510 7,730 6,890 7,080 6,340 , 6,500 5,850 5,990 -• . - -..__ 14,640 16,010 16,730 17,150 13,040 __ 14,340 4 14,930 15,270 11,670 12,900 13,390 13,670 10 500 11,660 12,060 1 12,290 9,490 10,570 10,910 , 11,110 8,610 9,630 9,920 10,090 7,850 8,800 9,050 9,190 7,180 __8,070 8,290 + 8,410 6,590 7,430 7,610 . 7,720 6 J 070 6,860 7,020 L 7,110 ... -. 7 _. ____ 7 Column L t l th ft 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 63/ Wide Column Allowable Axial Load (Ib) Notes: 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based on one -piece column members used in dry service conditions. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by the column thickness or width (worst case). 4) Allowable loads are based on axial loading columns using the design provisions of the National Design Specification for Wood Construction (NDS), 2001 edition. For side or other combined bending and axial loads, see provisions of NDS, 2001 edition. p 5) See below for allowable design stresses. 6) Load values are not shown for short lengths due to loads exceeding common connector capacites. Load values are not shown for longer lengths if the controling slenderness ratio exceeds 50 (per NDS). 100% 6 x 6" 6 115% 125% % 100% x 71 /2 115% , 125% 41 010 , 1 _ J 36 130 ,, 33,010 29,980 27,150 24 610 L 10 22,350 20,350 18,580 17,010 39,200 i 35,400 , 36,800 , 31,850_, 32,950 28,670 670 29,540 � 25 840 36,370 -3 3� 00 25 340 , 2 26 6560 3 ,560 1 30,510 33,380 y 21,200_21,700_, 27,960 19,301 25,690 17,620 17,980 23 650 38,730 35 250 32,120 29 330 . 26,840 24,650 40,120 ' 36 380 _ 30,120; 27,520 25,210 15,620 14,390 13,290 12,310 11,430 10,640 9,920 16,150 14 850 ' 13,690 12,660 11,740 10,910 .. 10,170 16,450 i 21,820 180 15 110 20 L 13,920 18,710 12860 4 17,380 1 _ 11 070 _15110 10,300 14,130 22,670 20,930 19,360 17,960 16,690 15,560 14,530 23,170 21,350 19,730 18,280 16,980 , 15,810 14,760 Column Table & Allowable Stresses BOISE GLULAMTM COLUMNS Allowable Axial Load - 21 F -V1 Column Grade � JW_\if■ ' olumn Allowable Design tresses Bending Fb [psi] Modulus of Elasticity E [psi] Load Perpendicular Load Parallel to I Load Perpendicular Load Parallel to to Guidelines ! Guidelines to Guidelines Guidelines 2100 2100 1800 1,900,000 1,800,000 Compression Parallel to Grain F [psi] Compression Perpendicular to Grain (limiting direction F, [psi] 560 Tension Parallel to Grain F [psi] 1450 *Company: *Contact: H od g e engineering inc. Date of Request Support # Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253 - 857 -7599 Client Request for Engineering Support *Hodge Engineering Proj #: Architect / Plan # *Site Address: Items with * are re•uired. Client Information DOAK HOMES INC. *Phone: Fax: 8.0015 Mobile: Email Address: Hodge use onl Project Information Description of Problem: Mailing Address: Form of Payment (Credit Card - Letter by Fax and /or Hard Copy By Mail Billing Address: Pick Up - C.O.D. I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2601 Jahn Ave NW Suite Al Gig Harbor, WA 98335 Tel: 253 - 857 -7055 Fax: 253 - 857 -7599 www. hodgeengineerinq.com Return Address: City Of Tukwila City Clerk 6200 Southcenter Boulevard Tukwila, WA 98188 Reference # (if applicable): N/A Grantor: Doak Homes, Inc. Grantee: Doak Homes, Inc. Beneficiary: City of Tukwila Legal Description/STR: Portion of NE 1/4 of the SE ' /4, Sec. 10, T23N, R4E, W.M. Assessor's Tax Parcel ID Nos: 017900 -1755 / 017900 -1756 LEGAL DESCRIPTIONS Joint Sanitary Side Sewer Agreement Above this line reserved for recording information. SANITARY SEWER AGREEMENT Joint Side Sewer & Hold Harmless Agreement (L08 -042) Parcel 1 Lot 41 and the North half of Lot 40, Block 8, Allentown Addition to the City of Seattle, according to the plat thereof recorded in volume 12 of plats, page 100, records of King County, Washington; a.k.a. Lot A of City of Tukwila short plat no. L08 -042. Parcel 2 Lot 39 and the South half of Lot 40, Block 8, Allentown Addition to the City of Seattle, according to the plat thereof recorded in volume 12 of plats, page 100, records of King County, Washington; a.k.a. Lot B of City of Tukwila short plat no. L08 -042. Page 1 of 5 This Agreement made and entered into this day of , 2009, by and between the GRANTOR, Doak Homes, Inc., a Washington State Corporation, owner of Parcel 1, and the GRANTEE, Doak Homes, Inc., a Washington State Corporation, owner of the Parcel 2 and their heirs, successors and assigns. Hereinafter referred to as the GRANTOR and the GRANTEE respectively. WHEREAS, the GRANTOR and GRANTEE have requested a variance to Tukwila City Code 14.12.150, for the establishment of a single side sewer to service two buildings; and WHEREAS, the City of Tukwila has granted this variance conditioned upon the recording of a joint side sewer and hold harmless agreement between the GRANTOR and the GRANTEE, owners of Parcels 1 and 2 as described above; and WHEREAS, Parcel 1 and Parcel 2 share a common side sewer located within the City Right -of -Way of 50 Ave. South, and WHEREAS, Parcel 1 and 2, have the potential to impact the flow of wastewater from the structures located upon both parcels, such that damages may result to either parcel from the other. The GRANTOR and the GRANTEE do hereby agree as follows: JOINT SIDE SEWER The GRANTOR and the GRANTEE shall be solely responsible for the maintenance and repair of the sewer line running from the structures on their parcels to the joint hookup connection, located within the City Right -of -Way of 50th Ave. South. Site location map with sketch of sanitary side sewer location attached as Exhibit `A', and incorporated herein by this reference. Both the GRANTOR and the GRANTEE shall be jointly responsible on an equal 50/50 basis for the maintenance, operation, and repair of the shared side sewer lateral that extends sewer service from the City of Tukwila's sanitary sewer main to and including the joint hookup connection of the two parcels' private side sewers. Both the GRANTOR and the GRANTEE shall be jointly responsible on an equal 50/50 basis for damages that may occur upon said properties due to improper maintenance, operation or repair of the shared side sewer lateral that extends sewer service from the City of Tukwila's sanitary sewer main to and including the joint hookup connection of the two parcels' private side sewers. Joint Sanitary Side Sewer Agreement Page 2 of 5 r The GRANTEE and the GRANTOR shall have the right to establish a backwater valve upon their private individual side sewer to protect against sewage backups. This Section is an appurtenant to this Agreement and shall run with the land; and the terms thereof shall be for the benefit of the GRANTEE, GRANTOR, their heirs, successors and assigns, and shall be binding upon, GRANTEE, GRANTOR, their heirs, successors and assigns. HOLD HARMLESS The GRANTEE, GRANTOR agrees to hold harmless, indemnify and defend the CITY OF TUKWILA, its officials, members, employees, and agents from all liabilities, penalties, costs, losses, damages, expenses, causes of action, claims, demands, or judgments, including reasonable attorney's fees, arising from or in any way connected with any claim or cause of action including, without limitation, the properties to the fullest extent permitted by law. Furthermore, GRANTEE, GRANTOR agree to indemnify, hold harmless and defend the CITY OF TUKWILA from and against any liabilities, penalties, costs, losses, damages, expenses, causes of action, claims demands or judgments, including, reasonable attorney's fees, arising from or relating to any third party claim which challenges GRANTEE'S and GRANTOR'S right to execute and deliver this Agreement. THIS AGREEMENT is given without cash consideration, and is for the purpose of legally establishing an understanding for the use of a single side sewer to serve two parcels. THIS AGREEMENT shall be a covenant running with the above - described real properties and burden said real estate, and shall be binding on the successors, heirs and assigns of all parties hereto. Joint Sanitary Side Sewer. Agreement Page 3 of 5 IN WI SS WHEREOF, said individual have caused this instrument to be executed this a 'day of , 2009. STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said pers`6n acknowledged that he signed this instrument, on oath stated that was authorized to executehe instrument and acknowledged it as the 01,014, of �NL45 , a corporation, to be the free and voluntary act of such p for r the uses and purposes mentioned in this instrument. Dated a t lLi_ D J' I gill, Op , ASN... Joint Sanitary Side Sewer Agreement tt,S & M. "D Notary Public in and for the State of Washington residing at T LA- tat A My appointment expires Id 1/ /mil I Page 4 of 5 Joint Sanitary Side Sewer Agreement EXHIBIT `A' SITE MAP WITH DEPICTION OF JOINT SANITARY SIDE SEWER LOCATION Page 5 of 5 02 -02 -2009 DARRYL DOAK JR 11812 26 AV SW BURIEN WA 98146 RE: Permit Application No. D08 -421 12209 50 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 09/05/2008 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 03/04/2009 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 03/04/2009. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: rshall t ' cian Permit File No. D08 -421 • Guy of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 6 Tukwila, Washington 98188 m Phone: 206 - 431 -3670 m Fax: 206 - 431 -3665 0 I September 22, 2008 Darryl Doak Jr 11812 — 26 Avenue SW Burien, WA 98146 Dear Mr. Doak: Sincerely, Brenda Holt Permit Coordinator encl File No. D08 -417 • epartment of Commun Development Jack Pace, Director P:\Permit Center \Correction Letters\20081D08 -421 Correction Ur #1.DOC wer RE: CORRECTION LETTER #1 Development Application Number D08 -421 Doak Homes Inc — Lot A —12209 — 50 Avenue S • This letter is to inform you of corrections that must be addressed before your development permit 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, Planning and Public Works Departments. At this time, the Fire Department has no comments. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached comments. Planning Department: Brandon Miles at 206 - 431 -3684 if you have questions regarding the attached comments. Public Works Department: Dave McPherson at 206 - 431 -2448 if you have questions regarding the attached comments. 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) 431 -3670. Jim Haggerton, Mayor 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. 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 • Fax: 206-431-3665 1 Building Division Review Memo Date: September 12, 2008 Project Name: Doak Homes INC, Lot A Permit #: D08 -421 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division , Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. On the plan set cover sheet, provide the relative building code references to show plan design conforms to current international and local jurisdiction codes i.e. 2006 IRC -IBC, 2006 WSEC climate zone 1 & WSVIAQC, 2006 UPC etc. 2. Sheet A -4 footing table's reference 3000 psi concrete. 3000 psi concrete shall require special inspections. Revise the notes to show special inspection requirements or show concrete maximum strength at 2500 lb concrete. (IRC R402.2, Table R402.2 & MC 1704.4) 3. Foundation plan shows generic tables for footing sizes with the not "FBO" (Footing by others). Remove these notes and provide actual footing and pad sizes for this building that is specific for soils bearing strength for this area or the sites location. (IRC Section R401) 4. Sheet A -5 beam sizes are shown as `BBO" (Beam by others). Remove notes and provide actual beam sizes. In addition all similar notes (BBO or FBO) indicated above shall be removed or crossed out and actual sizes, or specific hardware and materials shall be specified. Note: since these appear to be generic plans, the design and specifications shall be specifically identified for all construction materials, hardware and energy codes relative to the local jurisdiction and current building codes. 5. Provide specific sizes for foundation sill plate anchor bolts including size of plate washers (1/4" X 3" x 3 ") with hardware and fasteners specified for all related foundation or building construction. (R602.11.1) 6. Typical wall section on A -3 specifies sheer wall schedule for sheathing requirements. A sheer wall schedule has not been provided. Provide engineering with a sheer wall schedule or provide prescriptive reference tables or notes to identify panel nailing per code. In addition, all brace walls or sheer walls shall be identified on the plans. Provide details for any alternate braced panel designs. (IRC Chapter 6) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: September 19, 2008 Darryl Doak Jr. D08 -421, 422, 423 Not Assigned LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted is incomplete. 1. Prior to issuance of the building permits the pending Lot Consolidation application needs to be recorded within King County and the final drawing, with recording number needs to be provided to the City. r DATE: September 22, 2008 'CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PROJECT: Doak — SFR (Lots A & B) 12209 & 12211 — 50 Ave. South TL nos. — 017900 -1755 PERMIT NOs: D08 -421 / D08 -422 Permits D08 -421 & D08 -422 are Approved by Public Works. The following shall be addressed prior to issuing permit (or) prior to Public Works final — as applicable. PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Provide a draft copy of the Private 10' Easement for Side Sewer, Utilities and Drainage (over the East 10' of Lots A & B). The easement should include language stating who will maintain the utilities, and by what portion. 2. Owner to sign with Notary a Joint Side Sewer & Hold Harmless Agreement, for the two (2) houses (on Lots A & B) to share one (1) side sewer. Public Works will prepare document for signature. 3. Owner /Applicant to complete a Traffic Concurrency Certificate Application for Lots A & B — see enclosed. 4. Verify Public Works permit fee estimate sheet - enclosed. 5. Lots are within Allentown Flood — Prone Area. Owner to complete a Flood Control Elevation Certificate as part of each Building Permit. See Public Works Bulletin A8, elevation certificate form, and sample certificate — enclosed. September 11, 2008 Darryl Doak Jr 11812 — 26 Avenue SW Burien, WA 98146 Dear Mr. Doak: • • Department of Community Development Subject: Doak Homes — Lot A D08 -421, M08 -220 and PG08 -241 NOTICE OF COMPLETE APPLICATION Jim Haggerton, Mayor Jack Pace, Director Your permit application received on September 5, 2008 for the construction of a new single family residence proposed in the 12200 block on 50 Avenue S, Tukwila, Washington is considered complete on September 11, 2008 for the purposes of meeting settlement agreement dated July 2, 2008. This determination of complete application does not preclude the ability of the City to require that you submit additional plans or information, if in our estimation such information is necessary to ensure the project meets the substantive requirements of the City or to complete the review process. This notice of complete application applies only to the permits identified above. It is your responsibility to apply for and obtain all necessary permits issued by other agencies. If you should have any questions, please contact me at (206) 431 -3670. Sincerely, 1416 Brenda Holt, Permit Coordinator Xc: Permit File No. D08 -421, M08 -220 and PG08 -241 H:Wotice Application Decision\D08 - 421 - Notice of Complete Application.DOC bh 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 -431 -3670 m Fax: 206 - 431 -3665 ACTIVITY NUMBER: D08 -421 DATE: 01 -08 -09 PROJECT NAME: DOAK HOMES INC - LOT A SITE ADDRESS: 12209 50 AVE S Original Plan Submittal _ Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Bu l ing I'D`vision Public Works Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: E if • PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: Documents /routing slip.doc 2 -28 -02 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required n 13p& Planning Division Permit Coordinator k DUE DATE: 01 -1 3-09 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: n No further Review Required DATE: DATE: n DUE DATE: 02 -10-09 n Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -421 DATE: 09 -05 -08 PROJECT NAME: DOAK HOMES INC, LOT A SITE ADDRESS: 1220 50 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued P WorbfrOU Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 • PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP d Structural Review Required 511 A'W L 15 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Fi Incomplete DUE DATE: 09-09-08 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: 41-r -DB Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 10-03-08 Approved n Approved with Conditions Not Approved (attach comments) FVf Notation: REVIEWER'S INITIALS: DATE: P44 d e-ti l 4 ob Planning Division Permit Coordinator n n Permit Center Use Only CORRECTION LETTER MAILED: 9 — Departments issued corrections: Bldg Fire ❑ Ping PW ❑ Staff Initia • City of Tukwila REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: — 0 9 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DOAK HOMES INC — LOT A Project Address: 12209 — 50 Avenue S Contact Person: Darryl Doak Jr Phone Number: -2-c-7 3 34.11 Summary of Revision: aM e i n�1 l et�lc� �✓�e �lcr v� iv��3 - �r- - .� ,bi ? Als 4 4 _ nn v�co■roke�� i U4 1,�,i'\ lit ► C . S► 4 easer�bie l -vDc 6. e c 5 ��'�� t �y1`1 << f es .l lot) ,t , S 9yc P ick lGrm 1 1 ss eo'tt', C ra` i c- C©ncur7 r Cexk 14-10 , RECEIVED Putt) k` c_ fee e s - hr e sk :Z (mks cmroF TU�cwiv>, Sheet Number(s): PERMIT MATER "Cloud" or highlight all areas of revision including date of rev io Received at the City Tukwila Permit Center b h' by: Entered in Permits Plus on \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Plan Check/Permit Number: DO8-421 I�55 all fie iveshan r► riot s. I JAN .0 8 2009 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 CBIC SC9910 08/01/2001 Until Cancelled $12,000.00 7/7/2003 $12,000.00 08/01/2001 3 CBIC SC9910 08/01/2000 08/01/2001 $6,000.00 08/24/2007 2 OLD REPUBLIC SURETY YL1226912 08/01/1994 Until Cancelled 08/01/2000 $6,000.00 1 STATE FARM FIRE Et CASUALTY CO 980550956 08/01/199108/01 /1994 $6,000.00 Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 18 NAVIGATORS SPEC INS CO SE07CGL00934601 08/26/2008 08/26/2009 $12,000.00 7/7/2003 $1,000,000.00 08/21/2008 17 NAVIGATORS SPEC INS CO SE07CGL00934600 08/26/ 2007 08/26/2008 $1,000,000.00 08/24/2007 Savin s g Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 1 07/07/2003 07/09/2003 Bond $12,000.00 7/7/2003 Name Role Effective Date Expiration Date DOAK, DARRYL E SR 01/01/1980 DOAK, ESTRELLA M 01/01/1980 Untitled Page et General /Specialty Contractor A business registered as a construction contractor with Lai to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County Business Type Parent Company DOAK HOMES INC 2062466587 11812 26TH AVE SW SEATTLE WA 98146 KING Corporation UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Previous License Next License Associated License Specialty 1 Specialty 2 601329337 ACTIVE DOAKHI'092NZ CONSTRUCTION CONTRACTOR 8/9/1991 8/13/2009 DOAKH"10605 GENERAL UNUSED Business Owner Information Bond Information a Assignment of Savings Information Insurance Information https: / /fortress.wa. gov /lni/bbip/Detail. aspx ?License= DOAKHI* 092NZ Page 1 of 2 02/26/2009 ABBREVIATION'S (ABV. PL.) • ABOVE PLATE ,4/A • ATTIC ACCESS B.B.O. • BEAM BY OTHERS CANT. • CANTILEVER G.S.A. • CRAWL SPACE ACCESS CFM • CUBIC FEET PER MINUTE DM • DOWN DW • DISH WASHER F5.O. • FOOTING BY OTHERS FL • FULL LIGHT FURN. • FURNACE FX • FIXED HC • HOLLOW CORE LBW • LOAD BEARING WALL MECH. • MECHANICAL O.C. • ON CENTER OPT. • OPTION PL • POINT LOAD R • RISERS RIS • ROD AND SHELF REFR. • REFRIGERATOR SC • SOLID CORE SHI • SINGLE HUNG SLGD. • SLIDING GLASS DOOR T4G • TONGUE AND GROOVE TRANS • TRANSOM VT'O • VENT TO OUTSIDE WH • WATER HEATER 0 1/8"141 DS. DS. 0 DS. DS. PS. 0 1 /a" = I' - 0 0 J oI D.S. U ■ ROOF PLAN LEFT ELEVATION DS. = DOWNSPOUT D.S. PERIMETER GRID I WNDOWS REAR 1/8".1 / 4ARDILAP SIDING a �I�ly�����R�iud�►I,r<l \1 Rom VENEER FER MANUFACTURER ��IIIq(O NOTE: MN UALLS TO EXTEND A MIN. CF 4' ABOVE THE ADJACENT FINISHED GRADE FOR WALLS FNISHEP 1EV VENEER. PER DETAIL A/A -I NATION ROOF GENERAL NOTES: A CONTRACTOR SHALL PROVIDE ATTIC VENTILATION AS PER CODE B. PROVIDE FLASHING • ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES C. PROVIDE FLASHING AND COINTER FLASHING AT alters A MN. OF 8' ABOVE ROOF SW=ATHING 4 CRICKETS AS SHOWN D. R4FTER3 WILL BEAR DIRECTLY ON TRUSSES OR EJ.00KMG BETWEEN THE TRUSSES E. HEADERS TO EE A MNIMLM OF 4x10 DP2 LINO. F. PROVIDE DOUBLE FELT INDER-AYhENT FOR COMPOSITION ROOFING. (TYR) FOR SLOPES UNDER 442 G UNDERI-AYhENT SHALL BE APPLIED IN SHINGLE FASHION, PARALLEL TO AND STARTING FROM T+E EAVE 4 LAPPED 2', FASTENED SUFFICIENTLY TO HOLD IN PLACE END LAPS SHALL EE OFFSET EY 6 FEET. VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 50 4 NOT MORE THAN 80% OF REQUIRED VETS SHALL EE IN UPPER PORTION OF VENTILATED ROOF SPACE (MN. 3' ABOVE E4VE OR CORNICE VENTS) WITH THE BALANCE aF REQUIRED VENTILATION PROVIDED BY EAYE VEMNCx PER RC SOW ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILNGS ARE APPLED DIRECTLY 10 THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPERATE SPACE BY VENTILATING OPENING PROTECTED AGAINST TI-E ENTRANCE OF RAIN OR SNOW. VENTILATING OPENNG SHALL EE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH it. MN. 4 V4' MAX. OPENINGS. IF E4VE VENTS ARE NSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. 1' SPACE EEIWEEN INSULATION AND ROOF SHEATHING • VENT LOCATION. BAFR.NG OF THE VENT OPENINGS SHALL EE INSTALLED. BAFFLES SHALL EE RIGID AND WIND- DRI1k]N MOISTURE RESISTAT. F FEASIBLE BAFFLES SHOULD EE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WAIL, EXTINDNG NWARD, TO A POINT 6' V1:RTICALLY ABOVE THE WIGHT OF NON - COMPRE INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL EE NET FREE AREA) 1,624 SQ. FT. OF ATTIC AFEAS00=5.O8 KR. OF VENTILATION REQUIRED (132 SQ. INCHES) HIGH VENT = 366 Sq. Ia LOW VENT = 366 Sq. In. EAVE VENTNG PROVIDED BY (3)-2' DIAMETER 'BIRD HOLES' PER EAW BLOCK ( ' Sq. In. PER MOM. WEE UPPER ROOF VENTING PROVIDED BY 7k ROOF VENTS (49S IN. DESIGN CRITERIA TAP 12(1) GROUND SNOW LOAD WIND SPEED (M.P.H.) SEISMIC DESIGN CATEG WEATHERING TERMI MP. OD H 4z4RDS OREEZING INDEX MEAN ANNUAL TEll 85 D1/D2 MOD 12" SL IGHT/MO SLIGHT SEE INSUL "ATION-,TABLE FOR INSULATION REQUIREMENTS METAL TIES MAX 24" o%'^ HORIZONTAL 4 VERTICAL 22 00. GSM MASONRY TIE (I) PER (2) SPOT` VENEER AREA, (TYI°:fiN.0.) SOI I GROUT TO BOTTOM OF WEEP HO JOISTS SIZE 4 SPACING PER PL ANS NOTE: SEE FOUNDA710N DETAIL(S) AND FOR REBAR'AND A.B. INFORIA [ON SIDI PER PLAN TYPICA F ASKING " SEE TYPICAL TYPIC41WALL SECT CSI FOR TYPICAL EXTERIOR WALL CONSTRUCTION BRICK VENEER RSPACt BEHIND MAX 30' -0" HEIGHT FOf STRA HOLDOUNS, 9" WALL REQUIRED OR S T P DOU,N5 MUST CHANGE TO I•ITT22 WITH 5/8" THREADED ROD - EMBED 9" INTO NE `fi° tION WHERE NE WALL 15 AT _EAST an NICK TYPICAL FLOOR CONSTRUCTION ADJUST LEDGE FOR VENEER THICKNESS MAX THICKNESS 4" SDC DI4D2 MAX 30' -0" TALL WHERE PLAN SHOWS MORE THAN 4" VENEER APSTONE F U ,4 rk%FISTANT MORTAR SETTING BED 2X6 DBL. PLATE 2X6 FRAMING SHEATHING RESISTANT SHEATHING RESISTANT LAN MORTAR SETTING BED CULTURED STONE MORTAR JOINT 2X STUD WALL INSULATION (WHERE OCCURS) !BRICK 4 STONE VENEER DETAILS 41►1.1y1JNIIIOa 114 4 VS" 1 ' - 0" a ' • • ' <• e 4 . e • d 4. 4 4 • „ _ ' d FRONT ELEVATION 1/4 " =1' —O" NOTE: ADDRESS OR HOUSE • TO BE POSTED 4 PLAINLY VISIBLE FROM STREET FRONTAGE 11 If-4T ELEVATION x COMM 54AJ� SIDING r ; = h'� -c ( FASTERS TO EE HOT- DIPPED - -I , , �, GALY. STEEL, STAINLESS STEEL, <; Z d' OR ALUM. (CORROSIVE RESISTANT) -r 10'BANDwv r ^ ` `` ` f `�► J ,� : J�,�`� 2 ' DRIP EDGE s. 1(Miroa ls,i, 11 w O O O I W W c °k �C X89 O N< O O z z�5 9¢°- w W d x z¢z Oym vi LL 7 - Z • Z W O aw a = • 0 W0000. Fw Pi, r L W cp 13 chic' t t cra c c"T't "..e..• 8 > LJ LJ L .•r - ret Nf�o f f �. 4•. '� c3 K�ril.�tr..V W LL N tC C3 3 C Vrc...K 1t • C'::::• w y ' �,.r cod Q M LL < 5 o o' c;,, r�v4;r Ft �t1 C.. pin ®y wwPo} H-i--a Fa Data: ° as 8 m e =w ELV.I.DIXO DIVISION z wFF a z w o >t CT./ Q1 Tukwila .9,,,-0. w � - (J • W J �o ZZ >- a W a ¢ rc ¢ �0 Z -O FELS COPY Pcnn11 ©. REVISIONS No changes shall e to thel scope of work without prior Division. Tukwila Building plan submittal and may m i c�ude[additio al plan review fees. ay m SEPARATE PERMIT REQUIRED FOR mo hanical Q Electrical Plumbin Gas Piping City of Tukwila / BUILDING DIVISION , RECEIVED CITY OF TUKWILA srP ti b ' /008 PERMIT CENTER Z 0 F z � 0 X - O Z • = LU I Z Z o $ g J N = w Z LL � 5 LL O O a O F . m y, Z LL W W Q O N U zz -z (20.4 _ ¢N4 a¢w o = O < < F Z U W N Q a tj (J 3o4 N z ! j W ¢8 < w w U H 0 W O U 8 011 11. F o F LL ¢o O y W WW W O W 1 OW } 0 O LL Q Q O < J <(� Q LL N W 8 xd o w U N ~ tfOZ Z o O w = p W p � 0E-0 9 Z w Z 0 -c1_, -0 a zF ZZ O N O 0 U W = !n a U a = O W W W �" W v WoW W 0 Z l og f7 aw 8 x F z 0 0 0 : Iw a U' ▪ o W p Z N1 Z O 0 U o as od w w0 Z 00 W w (ta 00 z Z N J 40 0. W ~ _ _ ▪ 0 LL ° o� OP FL 8 W a W cc 0 0 O 0 o � W N Ec O W x F � J DM 'dm CC l L ir CD o -� I0 � Ti s 0 • ° 0 N Q • • z r m c .. C N -0 a o 0 0 c0 Et 0 N 0 a) [ A-i ] A n CA _4 Om m cr c< v 5 A < imp z-. 03 t 9 rn ED 'm 1 m A tgj 0 OE w - OD 00 0 d 0 • 0 m T r 0 0 al r Z / 3/0 SC UP 16R 19' -6" 12' -4" 36" OPEN RAIL 15 2/6x2/ 0 4' -11" 2/6x4/0 51' -1 3' -11" 3 /Ox9/O 514 49' -6" 5 /0x1$ /0 SL (2) 3 /0x6 /O 2 /0x2 /O FX 2 /OxV /O FX EATING 5AR 2/0x2/0 FX 2 /0'i /O FX 4/6x#/ O L - � O -t PIan:2464-R Job #: N/A � Date: 12/30/07 Revision Date: N/A r\) Drawn By: DLR Phone: 1- 877- Rueppell 7' -0 14' -6" 2 2/6x2/16 13' -"12 51' -0" 2' -1" ate � m 55'-0" N r0 M• N 44 -0" S' -2" 3' -9" V 2' -10" N 0 0 IISL. -J N 14' -2" 16' -10" 3' -O" co Ca O r-I {{� N THESE PLANS HAVE BEEN LICENSED TO THE CUSTOMER FOR THE USE IN CONSTRUCTION OF ONE BUILDING ONLY AND ARE SUBJECT TO THE CONDITIONS OF LICENSE ACCEPTED BY THE CUSTOMER. USE OF ANY PART OF THE PLANS BY ANY PARTY OTHER THAN THE CUSTOMER, EXCEPT ON LOAN BY THE CUSTOMER TO THIRD PARTIES NECESSARY TO ASSIST THE CUSTOMER IN USING THE PLANS, SUCH AS CONTRACTORS AND SUBCONTRACTORS, IS STRICTLY PROHIBITED. THE PLANS MAY NOT BE RE -USED OR COPIED, IN WHOLE OR IN PART, WITHOUT WRITTEN PERMISSION FROM RUEPPELL, INC. WHICH RETAINS COPYRIGHTS TO, & OWNERSHIP OF THE PLANS. RUEPPELL, INC. PREPARES ITS PLANS CAREFULLY FOR THE USE OF ITS CUSTOMERS. HOWEVER, ADAPTATION OF THE PLANS TO MEET SPECIFIC STATE AND LOCAL BUILDING CODES AND REGULATIONS, AND SPECIFIC CONDITIONS, IS THE RESPONSIBILITY OF THE CONTRACTOR. IN ADDITION, RUEPPELL, INC. WILL NOT BE RESPONSIBLE FOR ANY DAMAGES RELATING TO THE ACCURACY AND OVERALL INTEGRITY OF THE PLANS IN EXCESS OF THE UCENSE PAID FOR THEIR USE. THE CONTRACTOR, THEREFORE, MUST CAREFULLY INSPECT ALL DIMENSIONS AND DETAILS IN THE PLANS FOR ERRORS OR OMISSIONS. UNAUTHORIZED USE OR COPYING OF THESE PLANS, OR THE DESIGN THEY DEPICT, INFRINGES RIGHTS UNDER THE COPYRIGHT ACT. INFRINGES FACE LIABILITIES THAT INCLUDE PENALTIES OF UP TO $20,000 PER WORK INFRINGES, AND UP TO $100,000 PER WORK INFRINGED WILLFULLY. A GENERAL NOTE AND SPECIFICATIONS SHEET IS ALWAYS AN INTEGRAL PART OF THESE DRAWINGS AND GENERALLY THE LAST SHEET OF THE SET. Copyright U 2007, Rueppell, Inc. 1 - 1 O w X c9 i O O 1 O O 1 O ILLUMINATION NOTE& PER IRC SECTION 303k, 831151 ALL INTERIOR AND INTERIOR STAIRWAYS SHALL BE PROVIDED WITH A MEANS TO ILLUMINATE THE STAIR MIXING LAADNG6 I TREAD6. INTERIOR 6TAI MT6 SHAU. BE PROVIDED U114 AN ARTIFICIAL LIGHT SOURCE LOCATED N 1HE IMMEDIATE VICINI1Y OF 1.E LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED IN 1HE IMMEDIATE VICNITY OF THE TOP OF THE LAVING OF THE STAIRWAY. LIGHTING CONTROLS SHALL BE ACCESSIBLE AT THE TOP 4 BMW OF EACH STAIRWAY WITHOUT 1RAVERSNG ANT STEPS NOTES: 4 OR MORE RISERS TO HAVE AT LEAST ASE HANDRAIL RINJNG CONTNa0IJ6 THROUGH RILL LENGTH OF STAIR 34" MIN. 14t, 38' MAX NT. END SHALL RETURN TO WALL OR NEUEL POST OR VOLUTE HANDRAIL MIST BE STRONG ENOUGH TO RESIST A 200LB. PT. LOAD N ANY DIRECTION. HANDRAIL TO BE ON "' NOT PASS THIWN ON AT LEAST CIE SIDE OF STAIR 4 ' - SHALL • HANDGRIP PORTION OF HANDRAILS NOT PASS — H4VE CIRCULAR CR088 SECTION OF I ' MN. 4 2 MAX EDGES SHALL HAVE A MN RADIUS OF I6 ". ALL RECUIRED GUARDRAILS TO OE 36' MN. N HEIGHT. m z 4' SPHERE 6HAU. t3& ' MAX RISER HT. 10" IN. TREAD DEPTH ' SPHERE UNABLE TO PASS THROUGH OPENNG 1 /A -3 GUARD 4 STAIR REQUIREMENTS HANDRAIL TO BE PRESENT ON ON AT LEAST QE SIDE OF STAIR 44 1CGRIP PORTION OF HANDRAILS HAVE CIRCULAR CROW BEctrai OP I ' MN. 4 2 MAX EDGES SHALL HAVE A MIN. RADIUS OF Ti'. AU. RECCIRED GUAIMRAILB TO BE 36' MN N HEIGHT. NOMNG MN. 4 4' MAX 1 REQJIRED ON STAIRS W/ SOLID RISERS 3 4' PLYWOOD FLR SHEATHING JOIST 2x6 CRIPPLE STUDS •16' I4I5210 -2 HANGER (3) 2x@ STRNGERS (MN) 2 4" TREAD AND RISER 2/A -3 STAIR AT FLOOR CONNECTIONS 3/A -3 STAIR AT WOOD FLOOR CONN. RIM JOISTS — PRESIDENTIAL COMP. (SEE ROOF PLAN) 30" FELT EA COURSE SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. MANUFACTURED TRUSSES (OR 2XRAFTERS 4 CLG, JSTS.) R -38 ELEC. RESIST. INSULATION BLOWN -IN R -30 ELEC. RESIST. AT SINGLE RAFTER / VAULT _ 11 2" GYPSUM BD. CEILING NSUL BAFFLE g EAVE VENTS 2X SOLID BLK'G W/ 2 "X12" SCREENED VENTS 6' O.C. G.I. GUTTER ON 5/4x8 FASCIA SIDING (SEE ELEVATIONS) 15* BLDG. PAPER (OR TYVEK) SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. 2X6 STUDS I6" 0.C. R -2I ELEC. RESIST. AT EXT. WALLS i2" GYPSUM BD. FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) 1/2" GYPSUM 8D CEILING FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) R -30 ELEC. RESIST. INSULATION ATCRAWLSPACE 6 MIL BLACK "VISQUEEN" 2X6 P.T. MUDSILL WITH 5 /a "4 A.B. e 12" O.C. AT NON -SHEAR WALLS UNA. (SEE SHEAR WALL SCHEDULE FOR ALL OTHERS) (MIN. OF 2 PER PLATE 4 W /IN 12" OF ANY CORNER) , t MN. 1" EMBEDMENT FILT 'R FABR C WASHED ROCK 4 PERFORATED PIPE TYPICAL WALL SECTION TYPICAL INSULATION INSULATION FER UJSEC RE AREA WALLS FLOORS CE IL INCAS BASEMENT WALLS CRAWL SPACE WALLS R -38 R -10 R -1 2x STUDS a 16" o/c SEISMIC STRAPPING PER SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5) -16d NAILS SHAPED 2x10 SPACERS WILL BE CUT TOG INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING GARAGE FINISH FLOOR 2x4 CLEAT WATER HEATER MANUFACTURERS SPECIFICATIONS PLATFORM MUST BE ANCHORED TO WALL VENT FE U THRU LU RO F 2x4 CLEAT CHARGING VAL1% EXPANSION TANK EXPANSION TANIKSUFPO BLADDER TYPE EXPANSION SEE SCIWEI ULE FOR SI SSUREGAGE { SUCTION SIDE OF PUMP BLADID R TYPE EXPANSION TANK, SEE SCHEDULES FOR SIZES PROVIDE OPENING IN THE MOUNTING RING / TTO ALLOW ACCESS FOR THE DRAIN VL 3/4" GATE VALVE 3/4" FDLOOR LINE, TO TYPICAL WATER 1- 1EATER DETAIL 4" TREAD AND RISER (3) 2x12 STRINGERS (MN) 3 4 1 1-1-V LANDING 8HT'G DBL. JOIST JST. • 16' 0% 4/4-3 STAIR AT LANDING CONN. 5/,4 -3 DETAIL 4x HEADER PER PLAN. 2x IUD. BLOCKING (TYP.) (2) lx BENDER BOARDS GLUED AND NAILED. (2) lx PLYWOOD (TYP) 2x sTUP. EUSFLOOR I - 2 " 3/4" PLYWOOD 1/4" PLYWOOD BACK 3/4" ADJUSTABLE PLYWD. SHELVES W/ HARDWOOD EDGES (TYP.) RECESSED ADJUSTABLE 3 L IELF STANDARD (TYP.) ` TIC LAMINATE ON PLYWOOD ----- 3/4 "PLYWOOD PLASTIC LAMINA 3/4" PLYWOOD= 3/4" PLYWOOD LINE OF SI CAE OCCUR$ & 3/4" r DJUSTABLE `OLYWD GHELVE0 W/ HARDWOOD EDGES (,TYP.) L ' P LAMINATE ON 3/4" PLYWOOD RECESSED ADJUSTABLE SHELF STANDARD (TYP.) 1/4" PLYWOOD BACK RESILIENT BASE 2X WD. BLOCKING (TYP.) BASE CABINET DETAIL 3 4" T4G PLYW'D 1116" ENG. JOISTS 9 16" O.C. 3 T4G PLYW'D 91/2" ENG. JOISTS a 16" O.C. CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER 1/A -3 r t I' -3" FIREPLACE DIRECT VENT GAS ZERO CLEARANCE VtO. 3 1 - ELEVATION a 1' -B" CHAS FIREPLACE DETAIL SECTION A NOOK KITC -BEN SCTION 'A' 2x6" STUDS s 16" O.C. OSIS SHEATHING W/ VAPOR BARRIER 1 /4 " =I' -O" TtjOS9 i RECEIVED CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER W ¢ Oo O g� o o Z a Z,¢ S ¢ a O w 5axw z¢z3 m = Z z z Z z "g O g w a 8 LL ��O 8 Z Z O U W W m F W m Q� O 0 .aizinwa Wamm a� =009 1 W '- W F2= § o W W w iorr ro w C OOW h • ¢ Y a a 0 > LL U h oo " Z • a W J 7 0 w 0 = ZW¢= W m O N m w w W V a J O cc w O F J a zm'°. W a °a ¢ W W pp J F-UO mLL 2 O Q W 0 0 w O Z 0Fa Wa oN O LL O N > w m o F W Z LL Z _ ¢ mZ u. a W O W O Z oix ¢ O 0 1 X Wow= w w g¢ - _¢ H w F g ¢ ¢ a ��ao 0 O¢ O m °. LL 0 z 4� Z msr3 WO W Q 0 w W W U` ttI N LL P gb O 7 0 • J ¢ Z �m¢= E al -m 8a cc o W0 : 0 m z a § . . 2 Z a Z Z o N U j.O -.i0 Ow d • rL W W m = 0 a 0 LL z a ¢ m ¢ O W a) CL CC < s Q d- zcc 4. c� p co N Q �„- . . z co ,— .0_ c • • C� �' > � o ."3 A -3 0 a) O N 0 I. 0) CL 0 0 b' TOP OFARCH — ' ,— 111 ' S RECESSED CAN LIGHT 3' FINISHED WOOD CROLLN MOULDING • ARCH TOP DR7WALL PER PLAN (IV.) INISHED WOOD LAMINATE ON 3/4' PLYWOOD SILL - � -. - —IN 1 _� V a: ARCH SI LL �— '; - -- WIDTH PER PLAN m 2x SILL NAILER a" FINISHED WOOD GROAN - -•- A I MOULDING S" FLOOR BASE 3/4• TAG PLYWOOD SUBFLOOR D ROWED EPTH — m - PLAN MI 8/A -3 ART NICI —IE DETAIL ILLUMINATION NOTE& PER IRC SECTION 303k, 831151 ALL INTERIOR AND INTERIOR STAIRWAYS SHALL BE PROVIDED WITH A MEANS TO ILLUMINATE THE STAIR MIXING LAADNG6 I TREAD6. INTERIOR 6TAI MT6 SHAU. BE PROVIDED U114 AN ARTIFICIAL LIGHT SOURCE LOCATED N 1HE IMMEDIATE VICINI1Y OF 1.E LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED IN 1HE IMMEDIATE VICNITY OF THE TOP OF THE LAVING OF THE STAIRWAY. LIGHTING CONTROLS SHALL BE ACCESSIBLE AT THE TOP 4 BMW OF EACH STAIRWAY WITHOUT 1RAVERSNG ANT STEPS NOTES: 4 OR MORE RISERS TO HAVE AT LEAST ASE HANDRAIL RINJNG CONTNa0IJ6 THROUGH RILL LENGTH OF STAIR 34" MIN. 14t, 38' MAX NT. END SHALL RETURN TO WALL OR NEUEL POST OR VOLUTE HANDRAIL MIST BE STRONG ENOUGH TO RESIST A 200LB. PT. LOAD N ANY DIRECTION. HANDRAIL TO BE ON "' NOT PASS THIWN ON AT LEAST CIE SIDE OF STAIR 4 ' - SHALL • HANDGRIP PORTION OF HANDRAILS NOT PASS — H4VE CIRCULAR CR088 SECTION OF I ' MN. 4 2 MAX EDGES SHALL HAVE A MN RADIUS OF I6 ". ALL RECUIRED GUARDRAILS TO OE 36' MN. N HEIGHT. m z 4' SPHERE 6HAU. t3& ' MAX RISER HT. 10" IN. TREAD DEPTH ' SPHERE UNABLE TO PASS THROUGH OPENNG 1 /A -3 GUARD 4 STAIR REQUIREMENTS HANDRAIL TO BE PRESENT ON ON AT LEAST QE SIDE OF STAIR 44 1CGRIP PORTION OF HANDRAILS HAVE CIRCULAR CROW BEctrai OP I ' MN. 4 2 MAX EDGES SHALL HAVE A MIN. RADIUS OF Ti'. AU. RECCIRED GUAIMRAILB TO BE 36' MN N HEIGHT. NOMNG MN. 4 4' MAX 1 REQJIRED ON STAIRS W/ SOLID RISERS 3 4' PLYWOOD FLR SHEATHING JOIST 2x6 CRIPPLE STUDS •16' I4I5210 -2 HANGER (3) 2x@ STRNGERS (MN) 2 4" TREAD AND RISER 2/A -3 STAIR AT FLOOR CONNECTIONS 3/A -3 STAIR AT WOOD FLOOR CONN. RIM JOISTS — PRESIDENTIAL COMP. (SEE ROOF PLAN) 30" FELT EA COURSE SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. MANUFACTURED TRUSSES (OR 2XRAFTERS 4 CLG, JSTS.) R -38 ELEC. RESIST. INSULATION BLOWN -IN R -30 ELEC. RESIST. AT SINGLE RAFTER / VAULT _ 11 2" GYPSUM BD. CEILING NSUL BAFFLE g EAVE VENTS 2X SOLID BLK'G W/ 2 "X12" SCREENED VENTS 6' O.C. G.I. GUTTER ON 5/4x8 FASCIA SIDING (SEE ELEVATIONS) 15* BLDG. PAPER (OR TYVEK) SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. 2X6 STUDS I6" 0.C. R -2I ELEC. RESIST. AT EXT. WALLS i2" GYPSUM BD. FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) 1/2" GYPSUM 8D CEILING FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) R -30 ELEC. RESIST. INSULATION ATCRAWLSPACE 6 MIL BLACK "VISQUEEN" 2X6 P.T. MUDSILL WITH 5 /a "4 A.B. e 12" O.C. AT NON -SHEAR WALLS UNA. (SEE SHEAR WALL SCHEDULE FOR ALL OTHERS) (MIN. OF 2 PER PLATE 4 W /IN 12" OF ANY CORNER) , t MN. 1" EMBEDMENT FILT 'R FABR C WASHED ROCK 4 PERFORATED PIPE TYPICAL WALL SECTION TYPICAL INSULATION INSULATION FER UJSEC RE AREA WALLS FLOORS CE IL INCAS BASEMENT WALLS CRAWL SPACE WALLS R -38 R -10 R -1 2x STUDS a 16" o/c SEISMIC STRAPPING PER SECURE SHAPED 2x10 SPACER TO 2x4 CLEATS WITH (5) -16d NAILS SHAPED 2x10 SPACERS WILL BE CUT TOG INSURE A TIGHT FIT TO WATER HEATER WATER HEATER STRAPS WILL RESIST* LATERAL FORCES EQUAL TO 100% OF GRAVITY LOADING GARAGE FINISH FLOOR 2x4 CLEAT WATER HEATER MANUFACTURERS SPECIFICATIONS PLATFORM MUST BE ANCHORED TO WALL VENT FE U THRU LU RO F 2x4 CLEAT CHARGING VAL1% EXPANSION TANK EXPANSION TANIKSUFPO BLADDER TYPE EXPANSION SEE SCIWEI ULE FOR SI SSUREGAGE { SUCTION SIDE OF PUMP BLADID R TYPE EXPANSION TANK, SEE SCHEDULES FOR SIZES PROVIDE OPENING IN THE MOUNTING RING / TTO ALLOW ACCESS FOR THE DRAIN VL 3/4" GATE VALVE 3/4" FDLOOR LINE, TO TYPICAL WATER 1- 1EATER DETAIL 4" TREAD AND RISER (3) 2x12 STRINGERS (MN) 3 4 1 1-1-V LANDING 8HT'G DBL. JOIST JST. • 16' 0% 4/4-3 STAIR AT LANDING CONN. 5/,4 -3 DETAIL 4x HEADER PER PLAN. 2x IUD. BLOCKING (TYP.) (2) lx BENDER BOARDS GLUED AND NAILED. (2) lx PLYWOOD (TYP) 2x sTUP. EUSFLOOR I - 2 " 3/4" PLYWOOD 1/4" PLYWOOD BACK 3/4" ADJUSTABLE PLYWD. SHELVES W/ HARDWOOD EDGES (TYP.) RECESSED ADJUSTABLE 3 L IELF STANDARD (TYP.) ` TIC LAMINATE ON PLYWOOD ----- 3/4 "PLYWOOD PLASTIC LAMINA 3/4" PLYWOOD= 3/4" PLYWOOD LINE OF SI CAE OCCUR$ & 3/4" r DJUSTABLE `OLYWD GHELVE0 W/ HARDWOOD EDGES (,TYP.) L ' P LAMINATE ON 3/4" PLYWOOD RECESSED ADJUSTABLE SHELF STANDARD (TYP.) 1/4" PLYWOOD BACK RESILIENT BASE 2X WD. BLOCKING (TYP.) BASE CABINET DETAIL 3 4" T4G PLYW'D 1116" ENG. JOISTS 9 16" O.C. 3 T4G PLYW'D 91/2" ENG. JOISTS a 16" O.C. CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER 1/A -3 r t I' -3" FIREPLACE DIRECT VENT GAS ZERO CLEARANCE VtO. 3 1 - ELEVATION a 1' -B" CHAS FIREPLACE DETAIL SECTION A NOOK KITC -BEN SCTION 'A' 2x6" STUDS s 16" O.C. OSIS SHEATHING W/ VAPOR BARRIER 1 /4 " =I' -O" TtjOS9 i RECEIVED CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER W ¢ Oo O g� o o Z a Z,¢ S ¢ a O w 5axw z¢z3 m = Z z z Z z "g O g w a 8 LL ��O 8 Z Z O U W W m F W m Q� O 0 .aizinwa Wamm a� =009 1 W '- W F2= § o W W w iorr ro w C OOW h • ¢ Y a a 0 > LL U h oo " Z • a W J 7 0 w 0 = ZW¢= W m O N m w w W V a J O cc w O F J a zm'°. W a °a ¢ W W pp J F-UO mLL 2 O Q W 0 0 w O Z 0Fa Wa oN O LL O N > w m o F W Z LL Z _ ¢ mZ u. a W O W O Z oix ¢ O 0 1 X Wow= w w g¢ - _¢ H w F g ¢ ¢ a ��ao 0 O¢ O m °. LL 0 z 4� Z msr3 WO W Q 0 w W W U` ttI N LL P gb O 7 0 • J ¢ Z �m¢= E al -m 8a cc o W0 : 0 m z a § . . 2 Z a Z Z o N U j.O -.i0 Ow d • rL W W m = 0 a 0 LL z a ¢ m ¢ O W a) CL CC < s Q d- zcc 4. c� p co N Q �„- . . z co ,— .0_ c • • C� �' > � o ."3 A -3 0 a) O N 0 I. 0) CL 0 0 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE ? 4" CONC. SLAB 0/ 4" COMP. PILL r SLOPED 3" TOWARD DOOR II 1/2" AIR SPACE ON THREE SIDES (TYP.) �� MIN BEARING ON WALL 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE •1 N I 1/4 " =1' -O" r — �' -0" V I J I — i � 4" GONG. SLAB OVE I i I L L J 4 GRANULAR FILL L J I _Li SLOPE FOR DRAINAGE ' 1F5 I L. r — I • • L _ _ .J L — — —I 30'-0" L - -J F$A. 3'-10" CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER FOUNDATION PLAN ALL CONNECTIONS TO BE SPECIFIED AND/ OR VERIFIED BY JOIST MANUFACTURER NOTE: ALL SOLID SAM BEAMS TO BE DP2 OR BETTER L DOS-•y 21 E. CALCINE TN E DESIGNER [0 C i. I' J LEGAL COPES .. OF TEES PLAN. 4• f;' 6 CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER w � _ > i w I O ¢ w z W ¢ W 001 g w g� 2 1- 1- Z D ObCz z � o W D CL. ¢ z z O m Z Z Z • z !Y a w 5 W (7) 0 0 005 p U p R o C1Qx F _Z. EL wu- W>- nzmw Q < co Q� I I- w - W Et >rZ o7 a�0 Et W WN1n •a ww W 3yO O O w a F Z w W co co 7 6 U W W Wlrp> x I a O a O F- 0 • c W I— CT w • �JlY 7 Q W U_ w N o ¢ x t,"" J 7 p ¢ ZZ = LL = 0 0 y g w „ p F6 0 U 2 0 0: 0. Z 0 a • o • u. z 2Z W "0X O • Z W p (0 < UU W Q z x W 0 . 1 F-7 Z 0 m W W Ous 11--rn Z Z ? w Q N O a ¢ w 0 FO Q F. Z N Z ,a6 W >- .62 Q J 2 t 70 • Z 0 W ¢ 8 Q w • x F U • O y 0 N Z - LLa o Now= p p F se O w > U J Z N W W W Fi 8 0 � Z • Z O 0 w .:.. d J W ▪ W F 2600 9 Z J Q (n - ( 3 avi w w� z az W O U O W � a U a x 0 wwwl EC N 0W 0 CC Q Q. z (.0 co a) - co N < co ° ' •� CV 0m .. c • • c (aj CU E CL - o cC 0 a. • Irs [A-4] EDGE RAILING lW O SILL e 3' PVC ROOF DRAM 11411 II11 11/�II F.G. _. 2X6 • 16' 0.C. I6d'8.16' Oz. • •, a. CONCI SLAB (3000 P51) OVER 4' GRANLAR RU. I STORY: 1211 6 11 611 ■ ■ \ ■ 3' �• 2 STORY: 1511 6 11 8 11 3 STORY: 18" 8" 10" IL% 3" MIN MIN. FOUNDATION DIMS "All 11 11 11 " • /J* 7 / / / /��' . /` NOTE: IMMERSED CONCH UUALL REQ. F BACIFILL I STORY: 12" 6 8 2 STORY: 16" l" 8" 3 STORY: 24" 8" 10" MIN. FOUNDATION DIMS SUPPORTING BRICK VENEER (I) •4 BAR VERT. 9 (I) *4 BARS IN UPPER (I) •4 BAR 3" MN. CLEARANCE A 48" O.C. 12" OF STEM WALL FROM SIDE AND AGAMBT BALL MODS 48' IN I EIGHT BOTTOM 1/4-4 GARAGE AT SL AE ON GRADE EDGE SILL 3' AII ,I NAILING INTO E PVC ROOF DRAM 2X6 •16' oz. 16d'8•16'0.C. I 3/4' JOISTS tKs BUBFLOOR IEEE PLAN) fl) 4 BAR UPER 12' VERTICAL BAR • 48' o/e [I.:_ _ - 11/11 . 1 711111111 I STORY: 12" 6" 6y" Z F. 2 STORY: 15" 6" 8" 3 STORY: 18" 8 0" g •��''` MIN. FOUNDATION D MS IIAII IIGII IVc11 . 3" MI V APOR BARRIER OM DOGVf'D OR FILL GRADE 6" I STORY: 12" 6" 2 STORY: 16" T" 8 " t . �∎�� % i ∎,', .� . ■7 �.� \ �'. , •4 3 STORY: 24 8" 1011 \ MN. FOUNDATION DNS SUPPORTING BRICK *PEER (I) +4 BAR VERT. 6 48" (I) •4 BARS IN UPPER (I) •4 BAR 3" MN. CLEARANCE (U BAR EitsNEERED CONC. WALL REGL IF BAMPILL MST WALL EXCEEDS 48' N WEIGHT a OC. 12" CF STEM WALL FROM SIDE AND BOTTOM 2/A -4 STEM WALL AT FOUNDATION 5 4' TIG I4.00R SI•EATNNG JOISTS PER PLAN SOLID Bl.oacrrG GOWER PER PLAN BNPSON 0816 OR E WIV. I 1 11111111 I . x Z r" s ∎I 4x4 POST (4x6 • GIRDER SPLICE) SNPSCPI AS OR POSITIVE colt ME '-I '∎I '∎ICI, ■ ' FOOTING PER PLAN 6 MIL. VAPOR BARKER 3/A -4 INTERIOR POST TO FOOTING 20 (O 1 20 "DIA. x 8" ` ` i 4 "x4" POST 3210* CAPACITY 24 I— 24 "x24 "x8" W /l4) *4 E.W. I ❑ L —J 4 "x4" POST 6000* CAPACITY r — 30 I I 30 "x12" W/(4) E.W. I ❑ I 4 "x4" POST 9375* CAPACITY L - _ - 6 "x6" POST FOR LARGER BEAMS 36 r - -- I I 36 "x36 "x15" W /(5) *4 E.W. I ❑ I 6 "x6" POST 13500* CAPACITY L _ _ J 42 I I 42 "x42 "x18" W /(5) *4 E.W. I 1 6 "x6" POST 18375* CAPACITY L - - - 1- - -- ---1 I 148 "x48 "x18" W /(6) *4 E.W. I 16 "x6" POST 24000* CAPACITY L — J FOOTING BEARING ASSUMED 1500 PSF POSITIVE POST TO FOOTING CONNECTION i FBO ❑ FOOTING DESIC�D BY OTHE k I I REQUIRED L - -�� FOOTING FAD SC � FOUNDATION NOTES: (I) PROVIDE 12" MN. CLEARANCE FROM UNTREATED BEAM -, GROUND 4 18" FROM JOISTS TO GROUND (T1'Pa (2) ALL MIXING STRENGTH IN CONCRETE TO EE 3000 PSI MIN. AIR ENTRAINED 5% MIN. 1% MAX. (3) CRAWLSPACE TO HAVE 6 MIL. BLACK VISQUEEN VAPOR BARRIE (4) JOIST BLOCK AT ALL ENDS. (5) JOIST BLOCK AT ALL INTERMEDIATE SUPPORTS IN SDC D14D2. (6) JOIST BLOCK TO MANUFACTURES SPECIFICATIONS. x , (1) ALL SOLID SAWN BEAMS TO BE DP2 OR BETTER CONCRETE NOTES: 1 ' FOUNDATION VENTILATION (1) MAXIMUM CONC. WALL HEIGHT 8' - O" (2) MAXIMUM UNBALANCED BACKFILL 4' -0" �' i ��4 R G � h1�?�1 TS ' 1r 6 "x16" SCREENED FOUNDA 'Ill VENTS • .61 SQ. FT. Ip99/150 • 133 SQ. 1=T. VENTILATION -OR- 11 VENTS 4 BAi II RT. 48" OI:C. (I) +4 BARS IN UPPER 12" OF STEM WALL (1) '4 BAR 3' MIN. CLEARANCE FROM SIDE 4 BOTTOM. 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE ? 4" CONC. SLAB 0/ 4" COMP. PILL r SLOPED 3" TOWARD DOOR II 1/2" AIR SPACE ON THREE SIDES (TYP.) �� MIN BEARING ON WALL 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE •1 N I 1/4 " =1' -O" r — �' -0" V I J I — i � 4" GONG. SLAB OVE I i I L L J 4 GRANULAR FILL L J I _Li SLOPE FOR DRAINAGE ' 1F5 I L. r — I • • L _ _ .J L — — —I 30'-0" L - -J F$A. 3'-10" CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER FOUNDATION PLAN ALL CONNECTIONS TO BE SPECIFIED AND/ OR VERIFIED BY JOIST MANUFACTURER NOTE: ALL SOLID SAM BEAMS TO BE DP2 OR BETTER L DOS-•y 21 E. CALCINE TN E DESIGNER [0 C i. I' J LEGAL COPES .. OF TEES PLAN. 4• f;' 6 CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER w � _ > i w I O ¢ w z W ¢ W 001 g w g� 2 1- 1- Z D ObCz z � o W D CL. ¢ z z O m Z Z Z • z !Y a w 5 W (7) 0 0 005 p U p R o C1Qx F _Z. EL wu- W>- nzmw Q < co Q� I I- w - W Et >rZ o7 a�0 Et W WN1n •a ww W 3yO O O w a F Z w W co co 7 6 U W W Wlrp> x I a O a O F- 0 • c W I— CT w • �JlY 7 Q W U_ w N o ¢ x t,"" J 7 p ¢ ZZ = LL = 0 0 y g w „ p F6 0 U 2 0 0: 0. Z 0 a • o • u. z 2Z W "0X O • Z W p (0 < UU W Q z x W 0 . 1 F-7 Z 0 m W W Ous 11--rn Z Z ? w Q N O a ¢ w 0 FO Q F. Z N Z ,a6 W >- .62 Q J 2 t 70 • Z 0 W ¢ 8 Q w • x F U • O y 0 N Z - LLa o Now= p p F se O w > U J Z N W W W Fi 8 0 � Z • Z O 0 w .:.. d J W ▪ W F 2600 9 Z J Q (n - ( 3 avi w w� z az W O U O W � a U a x 0 wwwl EC N 0W 0 CC Q Q. z (.0 co a) - co N < co ° ' •� CV 0m .. c • • c (aj CU E CL - o cC 0 a. • Irs [A-4] d 0 CO IT111111111111 0 g a) 2 A M Tn CP Ep a c-- t) A 2 I a I I A A V 44, Plan: 2464-R Job #: N/A Date: 12/30/07 Revision Date: N/A Drawn By: DLR Phone: 1-877-Rueppell I I to rmiL JOIS 1 DM JOIST 1 fi 4x10 1-117R Home xio 14121R 5240. 4x10 4x10 ,i-11; THESE PLANS HAVE BEEN LICENSED TO THE CUSTOMER FOR THE USE IN CONSTRUCTION OF ONE BUILDING ONLY AND ARE SUBJECT TO THE CONDITIONS OF LICENSE ACCEPTED BY THE CUSTOMER. USE OF ANY PART OF THE PLANS BY ANY PARTY OTHER THAN THE CUSTOMER, C(CEPT ON LOAN BY THE CUSTOMER TO THIRD PARTIES NECESSARY TO ASSIST THE CUSTOMER IN USING THE PLANS, SUCH AS CONTRACTORS AND SUBCONTRACTORS, IS STRICTLY PROHIBITED. THE PLANS MAY NOT BE RE-USED OR COPIED, IN WHOLE OR IN PART, WITHOUT WRITTEN PERMISSION FROM RUEPPELL, INC. WHICH RETAINS COPYRIGHTS TO, & OWNERSHIP OF THE PLANS. RUEPPELL, INC. PREPARES ITS PLANS CAREFULLY FOR THE USE OF ITS CUSTOMERS. HOWEVER, ADAPTATION OF THE PLANS TO MEET SPECIFIC STATE AND LOCAL BUILDING CODES AND REGULATIONS, AND SPECIFIC CONDITIONS, IS THE RESPONSIBILITY TRACTOR. IN ADDITION, RUEPPELL, INC. WILL NOT BE RESPONSIBLE FOR ANY DAMAGES RELATING TO THE ACCURACY AND OVERALL INTEGRITY OF THE PLANS IN EXCESS OF THE LICENSE PAID FOR THEIR USE. THE CONTRACTOR, THEREFORE, MUST CAREFULLY INSPECT ALL DIMENSIONS AND DETAILS IN THE PLANS FOR ERRORS OR OMISSIONS. UNAUTHORIZED USE OR COPYING OF THESE PLANS, OR THE DESIGN THEY DEPICT, INFRINGES RIGHTS UNDER THE COPYRIGHT ACT. INFRINGES FACE LIABILITIES THAT INCLUDE PENALTIES OF UP TO $20,000 PER WORK INFRINGES, AND UP TO $100,000 PER WORK INFRINGED WILLFULLY. A GENERAL NOTE AND SPECIFICATIONS SHEET IS ALWAYS AN INTEGRAL PART OF THESE DRAWINGS AND GENERALLY THE LAST SHEET OF THE SET. esign Copyright 4x10 1-117R Ti li t IIt -no r- 1-)6- 11 II L "to U IX tu I ' II II 1 110 IA 2007, Rueppell, Inc. HEADER PER PLAN SIDING PE PLAN I" CLEARANCE \ Z- FLASHING ACCENT TRIM SUBSHEATHING R -103.8 FLASHING: APPROVED CORROSIVE RESISTIVE FLASHING SHALL BE PROVIDED IN SUCH A MANNER AS TO PREVENT WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF NE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WATER ENVELOPE. USE APPROVED CORROSION RESISTANT FLASHING IN ALL OF NE FOLLOWING AREAS: I. AT THE TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER TO BE LEAK PROOF, EXCEPT THAT SELF FLASHING WINDOWS CONTINUOUS LAP OF NOT LESS THAN 1Ii8" OVER NE SHEATHING MATERIAL AROUND NE PERIMETER OF THE OPENING, INCLUDING THE CORNERS DO NOT REQUIRE FLASHING. 2. AT NE INTERSECTION OF CHIMNEYS AND OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT NE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILTIN GUTTERS PER IRC SECTION R103.8. SHEAR WALL BOTTOM PLATE NAILING 4 ALL NAILING AT PRESSURE TREATED PLATE MEMBERS SHALL BE 110T DIPPED ZINC COATED GALV. STEEL OR STAINLESS STEEL NAILS PER IRC 3193 FASTENERS FOR PRESSURE PRESERVATIVE 4 FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALV. STEEL, STAINLESS STEEL, SILICON, BRONZE, OR COPPER PER IRC 3203.1 FIELD CUT END, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. TYPICAL FLASHING DETAILS WALLS ROOFIING PER PLAN JOISTS PER PL SUI351-EATHING SIDING PER PLAN Z- FLASHING ACCENT 1" CLERANCE GARAGE DOOR HEADER TYPICAL FLASHING DETAILS e` i*WEATHING SIDING PER PLAN 1" CLEARANCE Z- FLASHING PEN INCA ( TRUSS M4NUFACTUi 2. TRUES DESIGN FOR ROOF FRAMING, TO INCLUDE ALL OF Tit v U N Y a)114E LOCATION OF ALL TRUSS RELATED MEVERS 4 THE 11RANS OF ANY LOADS CREATED BY SUCH MEMBERS b) ANY TRIM TO TRUSS CONtECTIONS, TRIMS TO WALL CONJECTIONS, TRUSS LEDGER CONECTIONS REQUIRED BY MWICIPALITY OF WHICH FLAN IS BEING SUMMED. NOTE: THIS PLAN IS NOT DESIGNED FOR ANY PROJECTIONS TO BE CLOSER THAN 3 FEET TO A PROPERTY LINE RETE CANNOT BE POURED DIRECTLY ACTIRD SIDING PRODUCTS NCRETE CAN BE POURED AGAINST WOOD IN,51;ICH A MANOR AS TO PREVENT WATER INTO THE WALL CAVITY OR STRUCTURAI �F 4'MING COMPONETS � HING 4 FELT PAPER HAVE SEEN APPLIE OVER THE WOOD. WIN WOOD SIDING A I" VERTICAL CLEARANC 1445 70 BE MAINTAINED BETWEEN THE SIDING 4 1i4E CONCRETE. WITH MANUFACTURED SIDINp, THE MIN VERTICAL DISTANCE OF 1` [ 'AS TO BE MAINTAINED OR 4 AS STA T ED IN 'IHE MANUFACTURER'S INS AI ATION' WNST 1JOOD SIDINGS, OR SIDING PRO TUCK CORROSION ISISTANT METAL FLASHING UNDER SIDING V f 1 n GA''x(VARIES) PER TYPE , SIDING I" 111W. SE E SIDING SPECIFICATIONS CONCRETE AWAY FROM BUILDING FOOT MAX. SLOPE FOR LANDINGS) COSION RESISTANT METAL 26 GA FL 14G OVER 15+' FELT INSTALLED BE'IWEN CONCRETE AND WOOD. ;FLASHING UP WALL FRAMING CONCRETE FOUNDATION. 8103.6 D /CONCRETE FLASHING DETAIL 4x8 NU' R C,7 4x0 HDR L� J 1/4 " =1' - 4xS HDR GIRDER TRUSS L J J x8 H ER J 4x8 NDR — TRUSS SCISSOR TRUSSES * 24" o/c 4xS I- IDRo-4x8 HDR I if 1 T ROOF FRAMING: PLAN NOTE: ALL OVERFRAME TO BE 2x6" I- P2 FOR SPANS UP TO IO' -O ", FOR SPANS OVER 1O' -O" USE 2x8" 1-1P2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER NOTE: ALL SOLID SAWN BEAMS TO BE DP'2 OR BETTER RECEIVED CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER W � =�S�w 0¢roz 1-1¢w w o z3 O E- v Z -w . Z z3 zz w a = N O � a ? a N U wu LL > vizinwa IOW Z w ) : 411 otl w O OZN • w == ¢> , pa O > ❑ cc U O Z ". cc — 0 o = WNoN= UW N O 0 J ZN y<a. Z m w CL < R W o C 3 8 w m& r00wU 0 F- • cc O 0 Z co Z w Ow N � R. . 8 IL LL Lc S' 0 O aO z c3 2 F J Z 0 ¢1 W 05 F Z Z w O < N O0 o =O <F ¢ N Z � W Z O Z 2 Z • G W w =¢ F-50i F o F m O w ¢ w Wp ct fr Ool- W<< w J Z w 2g w w Z o O a d W y m ac m ul W°8o OJ Z LL o- o-w aVi . W Z < Z W O cc U d 0 cx. w ¢ wc c c Ow z ▪ , LL a w LL H Z 2 o w a 0 ° o wo Z Z ° 6 z < ow >-w 2 Z Z Z 00 = 3 1- w 0 d O 8 (O ¢Z o J 0 CL w� UJ LL LL z� O w W O w N F Ow _ z< J 0 a) O 0 T 0) 0 U CC ca. < 1 z � CC CO O ai � � N < M o >, o zN co r O • CCS . ' g r -, 0 0 [A-6] L E =NIZ POINT LOAD KEY( FOR ENGINEER USE ONLY MEMBER R1 DEAD 1000 TOTAL TOTAL LIV 20001 3000 BEAM DESIGNATOR FOR PLAN REVIEW USE ONLY (IRI BEAM SIZE/TYPE1 4"x8" PP2 3-1/8 "x6" GLIB 3- I/2 "x9 -1/2" PSI_ SHEARWALL DESIGNATOR SEE SI- EARWALL SCHEDULE HOLDDOWN /STRAP DESIGNATOR SEE NOLDOU.N /STRAP 8CI IEPULE qq C514, STHD14 STHDSRJ t � DETAIL CALL -OUT SEE 'D" SFEETS FOR CORREBPONDMG DETAIL 1 D1 POST CALLOUTS IN ® DS= DOUBLE STUD _. TS= TRIPLE STUD 240{11.11 QS= QUAD STUD ® 4x4 POST 6x6 POST Ti—HS E\GI\ O,4 110M fiUU, I1 4, WA uPPE EEI\G IS I OR 5 SOIL 4V X00 DO NOT SCALE (1/4" =1') U8 R5 987 1891 U5 1 28 R10 830 1648 (U14) 4 "x12" DFn PL ( FLUS I -I) I A 5 -I/8 "x13 -I/2" GLIB OR I "x11 -1/8" .PSL (OPTION) 5 -1/8" 10 -1/2" GLI3 (A PL) PL (ASV PL) 20 6"x12" DF 5109 3038 (U CC O Ce -J O O th U CD 4x10 I-1DR U14 2 287 3842 R10 783 15 6109 ( U3 4353 8756 DS C U6 875 3137 6x6 POST D1) U1 1478 1504 157171 11109 2980 U8 4012 en a Z aa (R12) 4x8 I-1DR (ABV PL) U,5 5 -I/8 "x10 -I/2° GLIB 9 265 5137 3052 as Q / / / / / / / / / / / / / / / / / / / / / / /// / / / / / / / / / /// • U2 1114 1585 GT1 2140 4108 U2 2603 3819 L B. UJALL TS . 5 -I/8 "x16 -I/2" G (FLUSH) 5-1/8 "x12" GLIB (U16 ); 4x10 I-1DR HM • U15 1047 2085 2094 3052 \V/ U9 4 "x10" DF 2 EXTEND I- IEADER OVE 51-IEARIUALL5 PROVIDE SLD BLKG 6 CANT (2) ROW'S 16d SINKER'S 3 "0.C. HEADER EXTENDED OVER 5I-EA .WALL 2869 U1 1330' 1339 D1 V/ fa TS U3 1890 13 9528 INSTALL LSTA -24 STRAP BACKSIDE S AMI\G G7AVITY LOAD \ I\ EE I FLOORING SI -EEATI -LING: 3/4" T 4G w/ 1001 6 6 " o.c. (OR SIMPSON WSNTL2LS SCREWS) AT PANEL EDGES AND 12" o.c. IN FIELD 4 GLUED TO TJ I. FLOOR JOISTS AT 1 &" o.c. (TYPICAL) ACTUAL FLOOR DESIGN 4 ENGINEERING TO BE PROVIDED 6 SITE. MFR TRUSSES e 24" O.C. w/ 1/10" ROOF SIEATI -EINC w /Sd 6 " O.C. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL) IIIIIUiin•u =mai= IIIIIIIIII IIIIIIII IIIIIIIIII IIIII (III ;e, Re) R5 9 ROO I RA C DO NOT SCALE (1/4" =1') R5 1823 D1) NG GRAVITY LOA1D \GNEERI\G TRUSS MFR. SI-10P DRAWINGS TO BE PROVIDED TO I -(DOGE ENGINEERING WI-IEN COMPLETED b B 1 -1 I LATERAL (St GRAVITY OAp ENGINEERING ONI TRUI9E8 I'6 OIST' oat 41113 , RECEIVED JAN 08 2008 PERMIT $ E R COPYRIGHT ©2008 I -LODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20 OR 24 20 "DIA. OR 24 "DIA. x 8" CD, POST PER PLAN 2500* CAPACIT OR 4000 CAPACITY 24 24 "x24 "x8" W /(2) *4 E.W. 5500* CAPACITY OR WITI -TOUT REBAR (PER PLAN) 30 ■ 30 "x30 "x8" W /(4) *4 E.W. 821* CAPACITY POST PER PLAN 36 ■ 36 "x36 "x12" W /(4) *4 E.W. 12000* CAPACITY POST PER PLAN 42 ■ 42 "x42 "x12 " W /(5) *4 E.W. 16500* CAPACITY POST PER PLAN 12 54 48 "x48 "x15" ■ 48 W /(1) *4 EIU. 21000* CAPACITY POST PER PLAN (54" XI5 "W /(8) *4 CAP = 265K) (12 "x18" W /(12) *4 CAP = 40K) 11/714 514 !HIS E\GI\EERE\G IS 1 OR: DOA — OMES SO I H AV . I OT D I<UJ I L A �J,4 STNDSRJ 12 Km) 4 "x10" DF"2 (M)24 4 "x10" QFw2 I ® 1 U </ r4 1/2" AIR SPACE ON THREE SIDES (TYP.) 3" MIN. BEARING ON W LL 24 P -1 L_ °_I A III 9 J 6 0 W 0 0 0 : t V .B.o. STI-IDSRJ _ ] 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE u4 70 M4) 4"x10" D 1 � - El W --)- 4 "x10" 2 CRAWL SPACE 6 MIL. BLACK VISQUEEN VAPOR BARRIER 42 U3 43 / 67 1162181 STl -1014 - """.111.15 , 2"41.17'..1Z: J/z %//..5: 111091 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE P U8 1244 4473 L ...-/4 "x10" DP2 30 24 -1 IO" D BEAR NG WAL ABOiE ' L — I L 1/2" AIR SPACE ON THREE SIDES (TYP.) 3" MIN. BEARING ON WALL BLOCK OUT FOR FURN. 0 * 2 4" CONC. SLAB 0/ 4" COMP. FILL SLOPED 3" TOWARD DOOR 11 36 HM U15 1 7 2 885 94 . 3052 KbV 24 24 — — 669 U1 330 339 J STI-I AN E J 4" CONC. SLAB OVER 4" GRANULAR FILL SLOPE FOR DRAINAGE GT1 /2 U3 8 J \GI FLOOR JOISTS AT 16 o.c. (TYPICAL) ACTUAL FLOOR DESIGN 4 ENGINEERING TO BE PROVIDED 6 SITE. (AS REVD) 9 &10 1 FLOORING: SHEATHING: 3/4" T 4G w/ 10d 6 o.c. (OR SIMPSON WSNTL2LS SCREWS) AT PANEL EDGES AND 12 0.6. IN FIELD 4 GLUED TO TJ I. D1 \EERI NG ST14D EDGE D ISTANCE 1-1/2 " MIN 51111 TO DETERMINE IF STND OR STND/RJ IS APPROPRIATE. NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of %" or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) SOS -'i2 LATERAL &•. GRAM ©AID I WI.. ONL`' riC 1C" p1��C� C�0 A PR I)VED JAN 21 7 �a� pETukWilaQ� • pISI RECEIVED JAN 0821109 PERMIT CENTER U COPYRIGHT ©2008 14ODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL SHEARWALL/ ANCHOR SCHEDULE SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS LABEL APA RATED SHEATHING (1) (2) (4(21) ) (15) NAIL SIZE & - SPACE @ EDGES (4) (5) STUD AND BLOCKING SIZE@ ADJOINING EDGES (3)(6)(16) RIM JOIST OR BLOCK CONNECTION 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT CAPACITY SEISMIC (ELF; /WIND W /8" EPDXY EMBED TO TOP PLATE (7) (8) NAILING TO WOOD BELOW (9) ANCHOR BOLT TO CONCRETE BELOW (10) (12) (17) (20) MA6 ANCHOR OPTION SILL PLATE SIZE @ FOUNDATION (19) 5W 7/16" OSB ONE SIDE 8d @ 6" O.C. 4x 16d @ 4" O.C. 16d @ 6" O.C. 5/8" @ 48" O.0 24" O.C. 2x 240, 335 CS14 - 2490# (30)10d ' 7/16" OSB ONE SIDE 8d @ 4" O.C. 2x LTP4 @ 32" 16d @ 4" O.C. 5/8" @ 32 0.0 16" O.C. 2x 350, 447 9Ut3 7/16" OSB ONE SIDE 8d @ 3" O.C. - 3x LTP4 @ 12" 0C. (2 ROWS 16d @ 6" O.C. " 5/8" @ 12" O.0 6" O.C. 2X 450/ 73 ) 5/8" @ 24" 0.0 12" O.C. 3x ONE SIDE 8d @ 2" 0.C. 3x LTP4 @ 8" 0.C. (2) RO U C 6d 560, 82) X" 8 @ 16" 0.0 8" O.C. 3X SUb 5/8"GWB OR 58 "GW ONE SIDE 8d @ 7" o.c. 2x 16d @ 4" o.c. 16d @ 8 "o.a 5/8" @ 60" o.c. 8" o.c. 2x 75/1.45 BOTH SID S 8d @ 3" O.C. 3x LTP4 @ 6" O.C. 16d @ 4" O.C. & LTP5 @ 12" O.C. 5/8" @ 12" O.0 6" O.C. 3x 900/1450 '21) TWO E 5/8' GWB BE OR SW5 WHERE SPECIFIED DERI7CUUL_CBOLTS SIMPSON PRODUCT MODEL NUMBER (1,2,3) CAPACITY# FASTENERS ANCHOR BOLTS NAILS SCREWS HDU2 - 2215# N/A (6 }SDS "x 2 " TO (2) STUDS NNUUN. e" ATR W /8" EPDXY EMBED HDU5 - 4065# N/A (14)-SDS a "x 22" TO (2) STUDS W /8" EPDXY EMBED HDUB - 5655# N /A. (20)SDS i "x 2t " TO (3) STUDS MIN. 7 r ATR W /8" EPDXY EMBED HDU14 - 10745# N/A (36 )-SDS i'X 2i" TO 6X6 MIN. 1" ATR W/15" EPDXY EMBED STHD8 /STHD8RJ - 2210# (2) STUDS W/ (24) 16d N/A N/A STHD14 /STHDI4RJ -5025# - (2) STUDS W/ (38) 16d N/A N/A CS14 - 2490# (30)10d ' N/A N/A MSTC48B3 ' ' (2) STUDS W/ (38)16d LPF CS14 y • r DO NOT SC4LE(1 /8" =1') CSI Afilti �2 SI4's� Int (2) C514's.-c LOCIR ATE,41 • CSI4 \f\ 4 ER1NG SHEATH ALL EXTERIOR WALLS AS UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD OR STHD/RJ 15 APPROPRIATE. ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM NOLDOWNS 9 1115 \\.f�: DOA NOM l��Gll, I L y4, LLA E 1 : S SO I I ! AV OT D MAf I OCR A DO NOT SCALE( 1 /S" .1 RAI 2) NG I \, SWI 1 RING SHEATH ALL EXTERIOR WALLS AS © UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD OR STHD/RJ IS APPROPRIATE. ADJUST CRAWL SPACE VENTS' TO BE 12" MINIMUM AWAY FROM HOLDOWNS SHEARWALL NOTES: (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY- DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" 0.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" x 11/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2 -1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 1.6d @ 4" 0.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS %" x3" x 3 ", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT-DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) SEE DETAIL FOR SIMPSON MAS /MASP ANCHOR BOLT OPTION. (13) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. (14) 1%2' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7/ OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" 0.C. MAX. (15) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (16) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (17) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (18) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM -FIR. (19) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO THE CONTINOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. HOLD DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON "Z- MAX ", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL * STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ =RIM JOIST) ** HDU2 MAY BE USED IN PLACE OF STHD8 /STHD8RJ * ** HDU8 MAY BE USED IN PLACE OF STHD14 /STHDI4RJ RECEIVED JAN 0 8 2009 PERMIT CENTER :LATERAL ORAvI'ry LOAD tA101 0L (l G ONL TRUSSEn 1- JOISTc tttrI 1TLI z r ti as 352 C o N 2 U -H COPYRIGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL I STORY 12" 6" 6" 2 STORY 21" 1" 8" 3 STORY 32" 8" 10' 1 STORY 12" 6" 6" 3 23" 8" 10" DRN 18" CO 1.1.07 JEH 821.01 JGS 6" MI Fix. VNWNIIINMINI M lgi t TS DOUBLE TOP PLATE SIMPSON ST12 STRAP TIE OR EOP� OVER SIDING MATERIAL PER PLAN SHEARWALL NAILING AS SPECIFIED ON SHEAR SCHEDULE Li A SIMPSON ST18 STRAP TIE 1.1J/(14) -16d OR TOP PLATE OVER U.N.O. OSB SHEATHING W / ,LONG DIMENSION PARALLEL TO STUDS GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CHAPTER - i (INTERIOR) 16d NAIL AT 12" O.C.(UN.O.) Sol NAIL AT 4" O.G. ALL FRAMING MEMBERS AT PANEL EDGES (UN.O.) ORIENTATION OF CORNER STUD MAY VARY S" O.C. ON ALL (U.N.O.) - FRAMING MEMBERS NOT AT PANEL EDGES INSIDE CORNER DETAIL F OUBLE 2 "X STUDS, MINIMUM OR 6' OPENING OR LARGER UN.O. BEAM FRAMING TO WALL DO NOT CUT BEAM - CUT TOP PLATE BEAM PER PLAN (1* 4 1 0 01Pw 4 %%*4 10 411 EADER PER PLAN I6d NAI 0.C.( UN. PLYWOOD FILLER (AS REQUIRED) (2) 16d 0 12 OC 2x CRIPPLES 16d NAILS RIM TO TOP PLATE 8d NAILS 0 6" O.C. AT EDGES 4 SEAMS AND 8d NAILS e 12" O.C. IN FIELD U.N.O. ON SHEAR WALL SCHEDULE SOLID BLOCKING WALL FRAMING 3/4 SUB FLOOR 3/4" T4G SUBFLOOR JOISTS L AT 12 0.) A� VAPOR BARRIER 2 b1 ORIENTATION OF ORNER STUD MAY VARY GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CHAPTER 1 (INTERIOR) 621.01 JEH 124.08 AM 7 DRYWALL SIMPSON HTC EACH TRUSS INTERIOR SHEAR WALL TO TRUSS HTC TRUSSES PERPENDICULAR TRUSSES PARALLEL "SIMPSON" H1 '' EACH TRUSS UN.O. EITHER SIDE (2) 16d TOENAILS • Sd ' 6" O.G. SHEATH -LING BREAK 6 BIRD BLOCK BEVELED 2X VENTED BLOCKING RBC PER PLAN IF SPECIFIED SEE SHEARUJALL SCHEDULE FOR NAILING PATTERNS 41 0.1111 1 ■ - 111111,, -nil i gill j oithiliw__ Ow— Crag J /7 ' / / � / /\ / /\ % \ \ \ \ / \ \ / \ \/ // \\ - \ �� / \ / \ / \\ , \ \ / / / MULTI -STORY SHOWN W /SLAB ON GRADE 6.11.01 (AM) - I/16" NOM RATED SHEATHING UN.O. Sd NAILING ' 6" O.C. EDGE AND 12" O.C: FIELD ROOF EVE CONNECTION (SEE ROOF PLAN) 30* FELT EA. COURSE 1/16" 068 SHEATHING MANUFACTURED TRUSSES (OR 2XRAFTERS'4 CLG. J5T5.) BLOWN-IN INSUL (SEE GEN NOTES.) GYPSUM BD. CEILING INSUL BAFFLE 0 EAVE VENTS BLOCKING 4 C.I. GUTTER ON 5/4x8 FASCl/k— (PER PLAN) SIDING (SEE ELEVATIONS) 15* BLDG. PAPER (OR TYVEK) SHEATHING (PER PLAN) 2X6 STUDS 0 16" D.C. BATT INSUL. (SEE GEN. NOTES) GYPSUM BD. RIM JOISTS BATT INSULATION, PERFORATED FOUNDATION DRAIN 4 ROOF DRAIN (PER PLAN) PRE - MANUF, TRUSS FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) BATT INSUL. (SEE GEN. NOTES) (OVER UNHEATED SPACES) GYPSUM BD CEILING FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) BATT INSUL. (SEE GEN. NOTES) CRAWLSPACE _6. MIL . BLACK "VISQUEEN" 2X6 P.T. MUDSILL WIN ANCHOR BOLTS PER PLAN (MIN. NN 2 COR MIN. r -ROM tr)Gt HER) 4" GONG. SLAB SLOPE TO DRAIN. WALL SECTION A35 6 16" O.C. 2x4 FLAT 6 16 O.C. INTERIOR SHEAR WALL TO TRUSS up to /4" gap RBC PER PLAN IF SPECIFIED FOR HIGH SHEAR WALLS DRYWALL 6 b1 *Fr i0 « •, L # . / � \ // / / //� / \/\ / SINGLE -STORY SHOWN W/FLOOR SYSTEM D1 9-5.06 .w 9 a FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS 2' MINIMUM FOR LAP SPLICE D w PONY WALLS OVER 6' REQUIRE ENGINEERING FOR ADDITIONAL STORY 1.1.01 JEH 10 4.12.01 JEH 11 10-9-01,69 • GRADE, �� ® z ME m• • �! % \ / // / / \ \ \ / .\ \ /\ / \\ /, \/\ / FOOTING . \� CONCRETE STEPP d 10d " OCUN.O I6d 6 8" OC U.N.O. 16d TOENAIL EA SID 6 MIL. VAPOR BARRIER DT � T O E WE ) l0d POST 4' TO S' CONCRETE CORNER DETAILS 0 z CRAWLSPACE N \ \ / \ \ \ \s v v v */ ; \ \/ � , \ \, \ \, \ \, \ \, \\ \ \, J 77-1, . ING DVE IIRE11111111111111 t 6' MAX PONY WALL STEP FOOTING a P A 2x4 LATERAL BRACE W /(3) IOd J 3 4 " TlG FLOOR SHEATHING ENG. JOISTS PER PLAN SOLID BLOCK DIMENSIONAL LUMBER BLOCK ENG. JOISTS PER MFR GIRDER BEAM PE R PLAN U.N.O. PLYW'D GUSSET UJ /(6) IOd 4x4 POST (4x6 9 GIRDER SPLICE) SIMPSON MASP a ° • a•• CONC. PIER PER PLAN "X" BRACE POSTS OVER 8' FOOTING CORRNERS STEMWALL CORNERS PROVIDE MST60 BETWEEN PONY WALL AND SHEAR WALL ABOVE WHEN FOUNDATION HOLDOWN IS SPECIFIED RIM JOISTS BATT INSULATION (SEE WALL INSULATION SPEC ABOVE) • • SUI5FLOOR DETAILS PONY WALL FRAMING 4 �WALLFR4MINGABOVE CH .,2X6 P.T. MUDSILL WITH ANCHOR BOLTS PER PLAN - WOLDOWN SPECIFIED PER PLAN FOUNDATION DRAIN 4 ROOF DRAIN PER PLAN POST LESS THAN 4' FULL DEPT GUSSETS B SIDES 6 SPLICES W /(6) IOd GUSSETT AT SPLICE NOTE: POST WITHIN 8" OF SOIL TO BE PRESSURE TREATED 0 Simpson Strong-Tie CMV i: T Op N IlOST E ONLY. D1 D1 10 D1 12 13 *6" O.C. NO 2X BLOCKING OR RIM JOIST CONT. SHEAtHING OR O bAME ER UNA. g 4° O.C. 8d TOENAILED 6" OC SEE SHEARWALL SCHEDULE FOR NAILING SHEATHING 621.01 JEH 14 RIM BOARD 1.1.01 JEW SITE PLAN, STRUCTURE LOCATION, AND SITE WORK ARE TI-1E RESPONSIBILITY OF NE 15UILIDER AND THE CIVIL OR C EOTECI- 4NICAL ENGINEER 11 =11 =1r 1i =n =11= FACE OF STRUCTURE IRC FIG. R403.1.1.1 2x ALIGN STUD W/ FLOOR JOIST RIM JOIST AT DECK TO BE 1 -1/4" SOLID MEMBER MINIMUM SHEATHING 3/4" T4G OSB W /IOd *6" O.C. PANEL EDGES 412" O.C. HELD ATTACH REINFORCEMENT TO JOIST WITH ONE 8D (2) COMMON NAIL EVERY 6" 1 040,\■, 0001n 10 H/2 BUT NEED NOT EXCEED 15FT. MAX. FLOOR TOE OF SLOPE 2x 6 l6 "O.G. 36" LENGTH OF 3 /4 REINFORCEMENT ON BOTH SIDES ft 2X SOLE PLATE WITH (2)I6d " O.C. ' 2X FLOOR JOIST (2)16d TOENAILED 11 9" GYPSUM BD CEILING — 2x BLKG 9 4a" OC WHEN JSTS RUNS II TO WALL DBL 2X6 TOP PLATE (2)16d ®4" O.G. TOP OF SLOPE TO FLOOR CONNECTION '. NAIL RIM BOARD TO BLOCKING WITH 8d AT 4 ". ON CENTER 4 00 C OVI 0 LATERAL LOAD EMJ \ f TRJS FACE OF OOT ING N/3 BUT NEW NOT EXCEED 40' MAX FOUNDATION "CLEARANCE FROM SLOPES POINT LOAD FROM ABOVE SQUASH BLOCKS REQUIRED UNDER ALL POINT LOADS ATTACH REINFORCEMENT TO JOIST WITH ONE 8D (2)/2") COMMON NAIL EVERY 6" rst .6%** 44 24" MAX •r 24" MAX CANTILEVERED SI- IEARWALL INIFIR JOISTS Ki-V BNG ONI 1 - JOIST FASTEN RIM BOARD TO EACH Sd BOX NAIL FLANGE SAME DEPTH AS I -JOIST ' 8d AT 6" O.C. OE- NAILED O RECEIVED JAN 08 2009 PERMIT CENTER � 2 b1 13 b1 1 -1 " BLOCKING PANEL BETWEEN EACH JOIST. NAIL TO TOP PLATE WITH 8d AT 4" ON CENTER 36" LENGTH OF %4" RE INFORCEMENT BOTH SIDES 14 KY 1- z W J C) w O v z re W W z z W x m' CO 0 Co 0 t O 0. M w Q 0 W C C D N W m� o N a � �JC' o W z_ co -H veAtrit %WA" 0 0 8 C 0 o O u l o a. 3 9. m E o 2 0. 1026.01 JEN 11.0'1 JEW II A 11 11511 Ilc II MIN. FOUNDATION DIMS TABLE R403.1 4 1805.42 2X6016 " O.C. FOUNDATION 2X6 PTDF W/ ANCHOR BOLTS PER PLAN (SEE SHEAR UJALL SCHEDULE) *4 BAR 3" FROM TOP *4 6 12" O.C. *4 0 24" O.C. EXTEND TO 3" CLR OF THE BOTTOM OF THE FOOTING EXTEND 14" 1 MN. INTO STEMWALL. (TYP.XUN.O.) 4" CONC. SLAB OVER SLOPE TO DRAIN MIN. (2) *4 e BOTTOM OF FTG. 3" MINIMUM COVER 11411 1150 11c11 SUPPORTING RICK DIMS INSIDE /OUTSIDE CORNER MP) F.G. FOOTING AND STEMWALL ESEAM AND 1-4EADER END SUP=PORT TYPICAL SI- •IEARUJALL NAILING c!� � z \ / / \ / /v // /G/ NOTE: ENGINEERED CONC. WALL REQ. IF UNBALANCED BACKFILL AGAINST STEMWALL EXCEEDS 48" IN HEIGHT Sd NAIL AT 4" O.0 ALL FRAMING MEMBERS AT PANEL EDGES AND S" O.C. ON ALL FRAMING MEMBERS NOT AT PANEL EDGES (TYP.XUN.O.) OUTSIDE CORNER DETAIL R602.10.5 IRDER (2) 16d THRU NAIL TIP (3) I6d THRU NAIL FOR B4C SHEAR WALLS FLOOR JOIST TO SILL AND BOTTOM PLATE W /(2) 8d THRU NAIL 2x MUDSILL RIM JOIST CONTINOUS SHEATHING TOP PLATE TO SILL PLATE OR NAIL SHEATHING AT BREAK TO SAME MEMBER PER THE SCHEDULE -BOTTOM OF SHEATHING NAILING 4 LS50 9 24" O.C. TO NAIL TO MUD SILL PER SHEAR WALL SCHEDULE TRUSS TO. S-IEAR WALL CONNECTION WHERE FOOTING SECTION "A" 15 MORE THAN 8 FT., PROVIDE 4' C514 EACH SIDE OF SPLICE W/ 8 -16d COMMON NAILS SPLICE LN. MST6 BETWEEN p / FOOTING SECTION "A" IPU� N 0 F • }LOLDOUJN SPECIFIED "A" I WALL FRAMING I SILL PLATE PONY WALL RIM JOIST CRAWL SPACE (2) 2X PLATE PHDS OR HDUS HOLDOWN OPTION IN LIEU OF STRAPS COPYRIGHT ©2008 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 26 27 28 1)08 / + 2 cm EeN�il 10-14 RECEIVED JAN 08 2009 PERMIT CENTER LATERAL c:t 'OA I t Y !_OAD °NI` TRUSSES . I - JOISTS 27� W 2 cn C3 W W Z C3 W ▪ t+ L fn D to C O. 0 0 00 p ` C C +. V ✓ p N 2 O w E a _ O c N '- ( C - V Q C 2 w ° d C • C C • •a-• E 1 = 2 E " tag <C Z0Ea- a°o;v CD N 0 2 co m T-1 g _" oo COPYRIGHT ©2OOS I -IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 0 3 2 0 DO NOT SCALE PR 22 3/4" T4G PLYWOOD SUBFLOOR 3 / ) 22 • 1 • NAILING AS REQUIRED IFMI I I I I r 1 FLOOR JOIST Bill 11 DBL. 2 X 6 STUD DOUBLE JOISTS too . JOIST OR SIMPSON OR BEAM, SEE PLAN STRAP TO JOIST CONNECTION NOTCH PL. MSTI6O ST INTERNAL FOR • _ '' DBL MFR SHE4RUJ4LL . fr 410A0 DIM SIMPSON "MSTI60_, EA NAILS., I- ; � j� STRAP-. I � 12 "MST6O" SCRAP RIM JOIST HEADER PER PLAN - 15 621.06 JEW D2 SI-1E,4RWALL AT BEAM D2 16 Z sd SUBFLOOR TJI JOIST = LOCKING PER SUBFLOOR LOOR SOLID e 4:11..0 OR PLAN Sde4 " O.C. JOISTS BLOCKING 4 SCHEDULE • 19 . (19 D2 23 . Aga D2 / ∎ // ∎7 / /AI///S //—//—//—//—//� //illy V// /// ∎ / /� TJI PARALLEL /ti. ! IM OR NAILING SI 3 -16d OR TJI BLOCKING 1Oda4 " 0.C, STAGGER SIDES. ∎> iEINNIM _ o 3 -IOd EA. END NAIL THROUGH TOPOF FLANGE. DO NOT TOE -NAIL. TJI TYP •! •5M!E I,►A- I 2x4:FLAT�:a 16" `O.C? LADDER BLOCKING 51- 101J\! W/TJI AND 2x l► 1 1 .//� 435 , 1 &" O.C. OPTION DIMENSIONAL UJ /A35 10.4.06 JEW /.� / /..// : /,dalr �i /� ` 'GL_ 4 '16cl e.. ," O.C.,._. STAGGER SIDE5. SHEATHING PER .,..., 1► I, 1 I ,,p I , 1 I, � 1 DIMENSIONAL TYP 16 INTERIOR SMEAR WALL TO JOIST ABOVE CONNECTION 1)2 17 2x STUDS 6 16" o/ 7 1/2" DRYWALL ,-- -C 20 . 20 24 24 VENT FLUE N____ �____,- E illt 2x4 CLEAT 1 "2" DRYWALL WATER HEATER- 1 '2" DRYWALL 2x STUDS 2x 16" DS 2x4 CLEAT "W/(2)16d 2x4 CLEAT FLEXIBLE GAS CONN. ALTERNATE BRACING s ACCEPTABLE p O 0 \ co ' AROUND SHAPED S URE SHAPED CLEATS SHAPED 2x10 SPACERS INSURE A TIGHT FIT PROTECT VEHICLE IMPACT 12.21.06 JEH 16 GAUGE STRAPPING WATER SPACERS WITH 2x10 SPACER WITH () WILL BE CUT TO WATER NEATER APPLIANCES FROM HEATER TO (5) -16d NAILS TO 2x4 -16d NAILS M 2x > ��--- TO �. ` \' " 'NIW A8T PLATFORM TO WALL GARAGE FLOOR FINISH 17 WATER NEATER STRAPPING b2 D2 D2 13 FLOOR JOISTS OR INTERMEDIARY LANDING A34 FRAMING ANCHORS AT STRINGER TO 211x811 Ad - = �` 2 "x4" LEDGER W /(2) 10d 6 6" O.C. (3) 2 "x12" STRINGERS 21 21 25 • .2 5� JOIST / 11 , . LANDING JOISTS II � I I / I �� I �JD UPPER ON 3/4" e PANEL SUBFLOOR 2 "x4" 6 6" FLIGHT OF STAIRS SUPPORTED T 4 G Sd NAILED g 6" O.C. EDGES 12" O.G. FIELD THRUST BLOCK W /IOd O.C NAIL TO LANDING JOIST . NOTCH STR GER ::::: TO TOP PLATE LANDING STUD UJALL W/ 2"x6" W/ 2"x6" TOP PLATE 2"x4" W /(2) LEDGER 10C1 • 6 N p 6" O.C. I ` � ` l I I I` I Th , I ( 1 11/4x6 EiEAM ON 4X4 POSTS. POSTS TO IS" CONCRETE FOOTING OR STUDWALL I �� -2 "X TREADS W /(3) 10d 1 EACH STRNGER 2- "x4" THRUST BLOCK W /10d 6 6 O.G. 18 STAIR 4 LANDING CONNECTIONS D D2 D2) 26 27 28 1)08 / + 2 cm EeN�il 10-14 RECEIVED JAN 08 2009 PERMIT CENTER LATERAL c:t 'OA I t Y !_OAD °NI` TRUSSES . I - JOISTS 27� W 2 cn C3 W W Z C3 W ▪ t+ L fn D to C O. 0 0 00 p ` C C +. V ✓ p N 2 O w E a _ O c N '- ( C - V Q C 2 w ° d C • C C • •a-• E 1 = 2 E " tag <C Z0Ea- a°o;v CD N 0 2 co m T-1 g _" oo COPYRIGHT ©2OOS I -IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 0 3 2 0 DO NOT SCALE PR FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3) 16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3) 16d COLLAR TIE FACE NAIL (3) 16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4) 16d TOP PLATE LAP FACE NAIL (8) 16d STUD TO STUD FACE NAIL (2) 16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2) 16d STUD TO SOLE PLATE TOE NAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d . BRIDGING TO JOIST TOE NAIL (2) 8d EACH END COD AT JOISTS TOE NAIL (3) 8d A BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3) 16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. at CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUIL BUILT -UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT -UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP &BOTTOM) (2)16d @ 16" O.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4) 16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4) 16d & (3)16d APPROVED MANUFACTURERS MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) SPECIFIED MEMBER TRUS JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG FOREST PRODUCTS GEORGIA PACIFIC 2x SCL 2x TIMBERSTRAND Fb =1700 PSI E =1300 KSI Fv =400 PSI 200 PSF 2x GANGLAM Fb =2250 PSI E =1500 KSI Fv =275 PSI 50 PSF PASSENGER VEHICLE GARAGES 1 -3/4" SCL 1 -3/4" PARALLAM Fb-2900 PSI E =2000 KSI Fv-290 PSI 1 -3/4" VERSALAM Fb -2800 PSI E =2000 KSI Fv-285 PSI 1 -3/4" LP LVL Fb -2950 PSI E =2000 KSI Fv -290 PSI 1 -3/4" RIGID -LAM Fb -2900 PSI E =2000 KSI Fv-285 PSI 1 -3/4" G -P -LAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -1/2" SCL 3 -1/2" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 3 -1/2" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 3 -1/2" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI 3 -1/2" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 2 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI 51/4" SCL 5-1/4" PARALLAM Fb =2900 PSI E =2000 KSI Fv =290 PSI 5-1/4" VERSALAM Fb =3100 PSI E =2000 KSI Fv =285 PSI 5-1/4" LP LVL Fb =2950 PSI E =2000 KSI Fv =290 PSI 5-1/4" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 3 -PLY G -P -LAM* Fb =3100 PSI E =2000 KSI Fv =285 PSI 7" SCL 7" PARALLAM Fb =2900 PSI E =2000 KSI Fv-290 PSI 7" VERSALAM Fb =3100 PSI E -2000 KSI Fv =285 PSI 7" LP LVL Fb-2950 PSI E =2000 KSI Fv =290 PSI 7" RIGID -LAM Fb =2900 PSI E =2000 KSI Fv =285 PSI 4 -PLY G -P -LAM* Fb =3100 PSI E -2000 KSI Fv =285 PSI RIM BOARD OR RIM JOIST APA/ EWS PERFORMANCE RATED RIM (PRR -401) 1 -1/8" MINIMUM THICKNESS * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 PSF GUARD RAIL INFILL COMPONENTS 50 PSF PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LUMBER SPECIES DIAMETER (IN.) MEMBER SPECIES RAFTERS (30# L.L.) POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO.2 DOUGLAS FIR JOISTS (10# D.L.) SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR (L/240 L.L.) STUDS STUD GRADE HEM FIR NO. 2 D.F. STUDS OVER 10' HIGH NO. 2 HEM FIR MAXIMUM POST AND BEAM DECKING P.T. #2 FIR MAXIMUM OSB SHEATHING PER PLAN 12 GA. STAPLES GLU -LAM BEAMS Fb2400, DRY ADH MEMBER (EXT. ADH @ EXT. CONDITIONS) SPAN I• PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 10' -9" LVL MATERIALS ** Fb =2600 E = 1.8 Fv = 285 12" ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. 13' -5" SPANS TABLE DIAMETER (IN.) FLOOR CEILING RAFTERS (30# L.L.) TILE COMP /SHAKE JOISTS (10# D.L.) (40# LL.) (L/360 L.L.) (20# L.L.) . (L/240 L.L.) (L/240 L.L.) (19# D.L.) (1O# D.L.) NO. 2 D.F. SPACING O.C. MAXIMUM MAXIMUM NO. D.F. 2 -1/2 MAXIMUM MAXIMUM MEMBER 12 GA. STAPLES SPAN SPAN MEMBER SPACING O.C. SPAN SPAN 0.080 12" 10' -9" 14' -10" 3 12" 11' -7" 13' -5" 2 X 6 16" 9' -9" 12' -10" . 2 X 6 16" 10' -0" 11' -11" 3 24" 8' -1" 10' -5" 6 24" 8' -2" 9' -8" 0.131 12" 14' -2" 18' -8" 2 -1/4 12" 14' -7" 17' -2" 2 X 8 16" 12' -7" 16' -2" 2 X 8 16" 12' -7" 15' -0" 24" 10' -3" • 13' -2" 24" 10' -2" 12' -3" 12" 17' -9" 22' -11" 12" 17'41" 21' -2" 2 X 10 16" 15' -5" 19' -10" 2 X 10 16" 15' -6" 18' -5" 24" 12' -7" 16' -2" 24" 12'-8" 15'-0" 12" 20' -7" 26'-7" 12" 20' -9" 24'-8" 2 X 12 16" 17' -10" 23' -0" - 2 X 12 .16" 18' -0" 21'4" 24" 14' -7" 18' -10" 24" 14' -8" 17' -5" FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2 -1/2 6 4 3 8d "DIPPED GALV.BOX" 0.131 2 -1/2 6 4 3 8d "SHINY BOX" 0.113 2 -1/2 4-1/2 3 2 -1/2 12 GA. STAPLES 0.1055 1 -7/8* 6 5-1/2 4 14 GA. STAPLES 0.080 14/2* 6 4 3 15 GA. STAPLES 0.072 14/2* 5 3 2 -1/2 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. BOX" 0.148 3 6 4 3 10d " SHINY BOX" 0.131 3 41/2 3 2 -1/4 APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX GALV (G60) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) NONE GALV (G90) 100 3/4 5 PENNYWEIGHT DESIGN f'c (PSI) MAX. . W/C RATIO MIN. . (2) FLYASH (PCY) MAX . AGGREGATE SIZE (IN) NOTES MIf'l. CEMENTITOUS (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - - 3/4 - - 5 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5 CONRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 -- 5 PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2 -1/2 10d 0.148 3 16d 0.162 3 -1/2 20d 0.192 4 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION, AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILTY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPENCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND /OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2006 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2006 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS LATERAL FORCES WIND: IBC "METHOD 1- SIMPLIFIED PROCEDURE" PER ASCE 7 -05. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7 -05 TAC. 1 -1= II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = D ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR PER TABLE 1617.6.2 R = 6.5 3. SOIL SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION: .35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATONS NOTED BELOW. AREAS OVER - EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c =2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL- GRADED MATERIAL. MAXIMUM SIZE OF ROCK 4 ". ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DESITY AS DETERMINED BY ASTM D -1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1802.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY (1804.2) THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT LESS THAN 5 PERCENT FOR A MINIMUM OF 10 FEET (1803.3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SEIVE) DOES NOT EXCEED 5 %, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE 3 MAX. % PASSING U.S. NO. 400 SEIVE _ 2/3 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S- SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5 ". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE - APPROVED EQUAL. ALL MANUFATCTURERS RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A -615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE 60 FOR #5 AND LARGER. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907). WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -82 AND A -185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID -DEPTH OF SLAB, OR AS SHOWN. CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH= 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS (M.B.): ASTM A -307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 -PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO P51 -95 AND /OR PS2 -92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE - LAMINATED MEMBERS: PER ANSI /AITC A190.1. MEMBERS SHALL BE COMBINATION 24F -V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F -V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB =2400 PSI, FV =240 PSI, E= 1.8X10 ^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA -EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 6X BEAMS AND HEADERS. "DOUG FIR - LARCH" NO. 2 6x8 AND 4x10 ARE INTERCHANGEABLE 2. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR - LARCH" NO. 2 (Fb =900 PSI, Fv =180 PSI) OR "HEM -FIR" NO. 1 (Fb =975 PSI, Fv =150 PSI) 3. 6X POSTS AND COLUMNS. "DOUG FIR - LARCH" NO. 1 (Fc=1000 PSI) 4. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 5. INTERIOR NON- BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 6. 2X & 3X T &G DECKING: "DOUG FIR - LARCH" COMMERCIAL (Fb =1650 PSI, E =1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' 0.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T &G CDX GLUED AND NAILED. NAILING SHALL BE 10d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 1 OSB NAILED WITH 8d @6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS, OR PRE - APPROVED EQUAL IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE - TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. cc PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN 3X OR 4X PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST-BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE - ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I- JOISTS (PRI) OR PRE - APPROVED EQUAL. I-JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. MEMBER SUBSTITUTIONS MUST MEET OR EXCEED MOMENT, SHEAR AND STIFFNESS OF THOSE MEMBERS SPECIFIED AT THE SAME DEPTH AND SPACING. D48 - Liz) 11Cdt!(Clld rur COM/IA�lCE N 21 ?009 Of Tukwila ' � G DIVISION ,,IV16 - ZAL c`: I. W,yV ..OAo El GM=ERU\IG ONE,' TRLJSSEL & I JOISTS 7r/ (TL'-:Dc D ECEIVED JAN 08 2000 ERMIT CENTER / // I II z O t � a > 3 CNJ aedn • ci -H w z d . z N m CD O N co O N th O g co COPYRIGHT ©2008 I -LODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 120 105 100 115 110 I 95 90 I l r , 4.4 //,<iAVW.1 vi i ✓,iv�2ir 417.0, :i�2,7 I 49r.*4iixot iii .Whirz."<4.iii.�iir..ii�05; ritsiiit vow I 9 .' t t f MI '.t22DY 10 +00 • 11! j" " UhLITY; bbNHJDY. : ;m : : :: . ' : PIPE OfTAIL. • Purr +nr era . +.,ra S € E i ........i......... €........ .... .• so i i ....... i ....... t i I 11 +00 I I I ...'3' IW ;CpVER; C4 12 +00 0fi9Do - 1 13° . z 0 o • N 4 1 z EXISTING •GROUND BOWL AVE.: BthTN : ::I .........I.. ••• z y CO El „ 12n* 0o 0. °*W9 J 13 +00 '• € i .. = • •••••• • 100 106 .......•I 06 100 20' 10' ICJ 20' 40' CONSTRUCTION NOTES, pt CAUTION: POTENTIAL UTILITY CONFLICT CONTRACTOR SHALL VERIFY (POTHOLE) EXACT LOCATION AND DEPTH OF EXISTING UTILITY. SEE ORDER OF WORK IN THE SPECIFICATIONS. t CONTRACTOR SHALL FURNISH AND INSTALL A NEW 0' PVC SIDE SEWER FROM THE NEW 0' SEWER PIPE OR SSMH (AS NOTED) TO THE R -0-W UNE SEE• SIDE SEWER STUB DETAIL ON SHEET 48. O CONTRACTOR SHALL NOT MAKE THIS CONNECTION UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST OF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY. 0 THE EXISTING WATER MAIN SHALL REMAIN IN SERVICE UNTIL A SUCCESSFUL PURITY AND PRESSURE TEST CF THE NEW WATER SYSTEM HAS BEEN WITNESSED AND APPROVED BY THE CITY, AND THE EXISTING WATER SERVICES HAVE BEEN TRANSFERRED TO THE • NEW SYSTEM. THE EXISTING WATER MAIN SHALL THEN BE ABANDONED IN PLACE . CONTRACTOR SHALL FURNISH AND INSTALL A NEW FIRE HYDRANT ASSEMBLY. SEE DETAIL ON SHEET 48. 0 CONTRACTOR SHALL REMOVE, PROTECT AND TEMPORARILY RELOCATE EXISTING MAILBOX. THE CONTRACTOR SHALL COORDINATE WITH THE LOCAL POSTMASTER REGARDING THE TEMPORARY SERVICE AND FINAL LOCATION. , O CONTRACTOR SHALL RECONNECT EXISTING WATER SERVICE SEE DETAIL ON SHEET 49. . O CONTRACTOR SHALL ADJUST EXISTING MANHOLE. VALVE BOX, METER BOX, CLEANOUT, MONUMENT CASE OR CATCH BASIN FRAME TO THE NEW GRADE. THE UTILITY COMPANY SHALL ADJUST GAS VALVE OR TELEPHONE MANHOLE CONTRACTOR SHALL COORDINATE THIS WORK. O9 CONTRACTOR SHALL CONNECT NEW 8' SEWER PIPE TO EXISTING MANHOLE. CONTRACTOR SHALL STABILIZE EXISTING MANHOLE TO RESIST LATERAL LOADING. RECHANNEL EXISTING MANHOLE AS REQUIRED. . 10 CONTRACTOR SHALL CONNECT NEW 8' SEWER PIPE TO EXISTING SEWER PIPE WITH A FERNCO ADAPTER. 0 CONTRACTOR SHALL REMOVE, PROTECT AND REINSTALL EXISTING SIGN, LANDSCAPING. FENCE OR ROCKERY AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH THE PROPERTY OWNER AND THE ENGINEER. . . CITY WILL CLOSE EXISTING WATER VALVE AFTER EXISTING WATER ' MAIN HAS BEEN ABANDONED. CONTRACTOR SHALL COORDINATE THIS WORK. THE EXISTING VALVE BOX SHALL BE REMOVED AND • . WASTEHAULED AND THE VOIDS BACKFiLLED WITH CRUSHED SURFACING TOP COURSE . 13 THE EXISTING UTILITY POLE SHALL BE 'HELD' BY THE UTILITY COMPANY. CONTRACTOR SHALL COORDINATE THIS WORK WITH THE ' UTILITY COMPANY. RIGHT -OF -WAY DISCLAIMER THE RIGHT -OF -WAY AND PROPERTY LINES SHOWN HEREON ARE BASED ON AVAILABLE INFORMATION, NOT ON A SURVEYED LOCATION AND ARE ONLY APPROXIMATE. •1> N . 4 1 i 1 z 0 SHEET: 22 OF: 70 JOB NO.: 00539 DWG: C\PLAN30 GENERAL CONSTRUCTION NOTES 1. Locations shown for existing utilities are approximate. 2. At least 48 hours before starting project site work, notify the Utilities Inspector at 206 - 433 -0179. 3. Request a Public Works utility inspection at least 24 hours in advance by calling 206 - 433 -0179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5. The Contractor shall have the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre - approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide record drawings prior to project final approval. 10. Provide traffic control and street maintenance plan for Public Works approval before implementation. 11. All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NAVD 1988. Horizontal datum shall be Washington State (grid) Coordinates, North Zone, using NAD 83/91 survey control and tied to any two City of Tukwila Horizontal Control Monuments. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 12. Replace or relocate all signs damaged or removed due to construction. 13. Retain, replace or restore existing vegetation in rights -of -way, easements, and Access Tracts. CONSTRUCTION SPECIFICATIONS 1. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans, specifications, and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local laws. Permittee shall apply for a Revision for any work not according to the approved plans. 2. Permittee /Contractor shall arrange a preconstruction conference with the City's Inspector(s) prior to beginning any work. 3. Work in Roadways a. All work in roadways shall meet TMC 11 and the following: b. Prior to any activity in City right -of -way, the Permittee shall provide the City a traffic control plan for review and approval. The traffic control plan shall include the location, address and description of traffic flow during the work and shall meet MUTCD requirements. c. All work requiring lane closures must be by permit only. From the third Thursday in November to the following January 2nd, the Director does not allow lane closures in the Tukwila Urban Center. d. Fire, pedestrian, and vehicular access to buildings shall be maintained at all times, except when Permittee has permission from the building owner and the Director to close an access. e. All roadways shall be kept free of dirt and debris using street sweepers. Use of water trucks for cleaning roadways requires pre - approval from the Director. f. Install steel plates over any trench, at any time work is stopped and the trench is left open. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the current King County Surface Water Design Manual, unless otherwise approved. 2. Mark all storm drain inlets with "Dump No Waste" and either "Drains to Streams", "Drains to Wetlands , or "Drains to Groundwater ", as applicable. 3. Driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. NE 1/4, SE 1/4, SECTION 10, T23N, R4E, W.M. GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing limits, install construction entrance, and install erosion prevention and sediment control measures. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to the ESC plan. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 through April 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for two days or more. In addition to cover measures, the Contractor shall: a. Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. b. Stockpile, on site, enough cover materials to cover all disturbed areas. c. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. 7. Failure to maintain ESC measures in accordance with the approved maintenance schedule may result in the work being performed at the direction of the Director and assessed as a lien against the property where such facilities are located. 8. During the life of the project, the Permittee shall maintain in good condition and promptly repair, restore, or replace all grade surfaces; walls, drains, dams, structures, vegetation, erosion and sediment control measures, and other protective devices in accordance with approved plans. 9. The Permittee shall monitor the downstream drainage features, and shall, with the Director's approval, remove all sediment deposition resulting from project- related work. 10. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans and specifications and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local laws. 11. As the first order of business, the Permittee shall install erosion prevention and sediment control measures per the ESC and shall install the downstream temporary ESC measures before any site disturbance occurs. Before the temporary measures are removed, install and establish the upstream permanent ESC measures. 12. The Permittee shall at all times protect sensitive areas, their buffers, and adjacent private properties and public rights -of -way or easements from damage during grading operations. The Permittee shall restore, to the standards in effect at the time of the issuance of the permit, sensitive areas, their buffers, and public and private properties and improvements damaged by the Permittee's operations. 13. Permittee shall arrange for and comply with the following: ' a. Notify the Public Works Department within 48 hours following installation of ESC measures. b. Obtain permission in writing from the Public Works Department prior to modifying the ESC plan. c. Maintain all road drainage systems, storm water drainage systems, control measures and other facilities as identified in the ESC plan. d. Repair any siltation or erosion damages to adjoining properties and drainage facilities. e. Inspect according to the approved ESC inspection schedule and make needed repairs immediately. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches over 4 -feet deep. All trench safety systems shall meet WISHA requirements. 2. Power, cable, fiber optics, and telephone lines shall be in a trench with a 5' minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in pubic rights -of -way or easements after asphalt paving. LEGAL DESCRIPTION: PARCEL A: LOT 41 AND THE NORTH HALF OF LOT 40, BLOCK 8 ALLENTOWN ADDITION TO THE CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON. PARCEL B: LOT 39 AND THE SOUTH HALF OF LOT 40, BLOCK 8 ALLENTOWN ADDITION TO THE CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON. TAX PARCEL NO. 0179001755 SITE ADDRESS: 122XX 50TH AVENUE S. ESTIMATED GRADING QUANTITIES ELEVATION DATUM: DATUM: NAVD 88 CONTACTS CUT 30 CU. YDS. PER LOT FILL 30 CU. YDS. PER LOT (NOT INCL. BLDG. FOUNDATION) Project Manage /Owner: Darryl Doak Doak Homes (206) 264 -6587 Design Engineer: Tim Schriever, PE Alliant Engineering & Land Surveying, Inc. (425) 485 -1083 UTILITY LOCATION NOTE: 1. Prior to starting construction, contact ONE -CALL (1 -800- 424 -5555) for utility locations. Locations shown for existing utilities are approximate. Identification, location and marking of underground facilities or utilities if the responsibility of the Contractor 2. It is the contractor's responsibility to verify the location and elevation of all utilities and drainage facilities prior to construction. The Contractor is cautioned that overhead electrical and other utility lines may not be shown on the drawings. The contractor is responsible for determining the extent of any hazard created by overhead electrical power or other utility lines in all areas and shall follow procedures during construction as required by law and regulation. CONTRUCTION SEQUENCE 1) ATTEND PRE - CONSTRUCTION MEETING. 2) FLAG OR FENCE CLEARING LIMITS AND INSTALL FILTER FABRIC OVER EXISTING CATCH BASINS. 3) INSTALL PERIMETER PROTECTION (SILT FENCES, ETC.) 4) GRADE AND INSTALL CONSTRUCTION ENTRANCE TO LOTS. 5) CLEAR FOR AND INSTALL SEDIMENT TRAPS IF NECESSARY. 6) CLEAR, ROUGH GRADE, STABILIZE SITE AND CONSTRUCT BUILDINGS. 7) INSTALL SIDE SEWER, WATER SERVICE AND OTHER UTILITIES. 8) INSTALL ON -SITE STORM DRAINAGE FACILITIES. 9) MAINTAIN FILTER FABRIC OVER ALL CATCH BASIN GRATES. 10) MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH TUKWILA CITY STANDARDS. 11) COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, PLASTIC SHEETING, OR EQUIVALENT. 12) COMPLETE FINAL GRADING AND PAVING OF DRIVEWAYS. 13) STABILIZE ALL AREAS WITHIN SEVEN . DAYS OF REACHING FINAL GRADE. 14) HYDROSEED (OR EQUAL) ALL DISTURBED OR CLEARED SOILS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15) CLEAN OUT STORM DRAINAGE SYSTEM. 16) UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE ALL ESC FACILITIES (BMP's) ONLY WHEN ENTIRE SITE IS STABILIZED. Dos- 42.1 SHEET INDEX These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: B It /o g Oktyvi RECEIVED CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER SHEET 1 SPECIFICATIONS SHEET 2 EROSION & SEDIMENTATION CONTROL PLAN SHEET 3 SMALL SITE DRAINAGE PLAN N0. DATE REVISION ALLIANT ENGINEERING & LAND SURVEYING, INC. 14525 148th AVE. NE ( #132) WOODINVILLE, WA 98072 (425) 485- 1083 alliantengineering@comcast.net 1 EXPIRES 10/4/2009 3 „ Jf ,,,r•' r r ONALF • sTO • APPUCANT: DOAK HOMES, INC. 11812 26TH AVENUE SW BURIEN, WA 98146 (206) 246 -6587 UTILITIES UNDERGROUND LOCATION CENTER SMALL SITE DRAINAGE PLAN 2209 SITE ADDRESS: 50th AVE SOUTH LOTS A &B TAX PARCEL NO. 0179001755 L-- A DATE 4/3/08 AEL.S PROJECT N0. 05009 SHEET 1 OF 3 SILT FENCE NOTES: A. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. B. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 12 INCHES). C. A TRENCH SHALL BE EXCAVATED, ROUGHLY 4 INCHES WIDE AND 4 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POSTS TO ALLOW THE FILTER FABRIC TO BE BURIED. D. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY -DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. E. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 12 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. F. WHEN EXTRA - STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE EUMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE E APPLYING. G. THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4" -1.5" WASHED ROCK H. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABIUZED. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. MAINTENANCE: ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED /REPLACED IMMEDIATELY. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT DEPTH IS 6 INCHES OR GREATER. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. EROSION CONTROL SEEDING SCHEDULE TEMPORARY EROSION CONTROL PROPORTIONS PERCENT PERCENT SEED MIX (by weight) PURITY GERMINATION Chewings or Red Fesque (Festuroa rubra var. commutata or Festuroa rubra) 40% 98% 90% Annual or Perennial Rye ( Lolium multiflorum or Lolium perenn), 40% 98% 90% Redtop or Colonial Bentgrass (Agrostis alba or Agrostis tenuis) 10% 92% 85% White Dutch Clover (Trifolium repens) 10% 98% 90% LAWN SEEDING SCHEDUALE LANDSCAPING SEED MIX PROPORTIONS PERCENT PERCENT (by weight) PURITY GERMINATION Perennial Rye Blend (Lolium perenne) 70% 98% 90% Chewings and Red Fescue Blend (Festuoa rubra var. commutata or Festuca rubra) 30% 98% 90% EROSION AND SEDIMENTATION CONTROL NOTES BURY BOTTOM OF FILTER MATERIAL IN 4 "x4" TRENCH SILT FENCE DETAIL NOT TO SCALE (1) Approval of this erosion and sedimentation control (ESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities, etc.) (2) The implementation of these ESC plans and the construction, maintenance, replacement, and upgrading of these ESC facilities is the responsibility of the applicant /ESC supervisor until all construction is approved. (3) The boundaries of the clearing limits shown on this plan shall be clearly flagged by survey tape or fencing, if required, prior to construction (SWDM Appendix 0). During the construction period, no disturbance beyond the clearing limits shall be permitted. The clearing limits shall be maintained by the applicant /ESC supervisor for the duration of construction. (4) Stabilized construction entrances shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures, such as constructed wheel wash systems or wash pads, may be required to ensure that all paved areas are kept clean and track out to road right of way does not occur for the duration of the project. (5) The ESC facilities shown on this plan must be constructed prior to or in conjunction with all clearing and grading so as to ensure that the transport of sediment to surface waters, drainage systems, and adjacent properties is minimized. (6) The ESC facilities shown on this plan are the minimum requirements for anticipated site conditions. During the construction period, these ESC facilities shall be upgraded as needed for unexpected storm events and modified to account for changing site conditions (e.g. additional cover measures, additional sump pumps, relocation of ditches and silt fences, perimeter protection etc.). (7) The ESC facilities shall be inspected daily by the applicant /ESC supervisor and maintained to ensure continued proper functioning. (8) Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the wet season or seven days during the dry season shall be immediately stabilized with the approved ESC cover methods (e.g., seeding, mulching, plastic covering, etc.). (9) Any area needing ESC measures, not requiring immediate attention, shall be addressed within seven days. (10) The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within 24 hours following a storm event. (11) At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment —laden water into the downstream system. (13) Cover measures will be applied in conformance with Appendix D of the Surface Water Design Manual. (14) Prior to the beginning of the wet season (Oct. 1), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the City inspector for review. FILTER FABRIC MATERIAL 36" MIN WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABIC TO WIRE. JOINTS IN FILTER FABRIC SHALL BE SPUCED AT POSTS. 2 "x2" BY 14 GA. WIRE FABRIC OR EQUIVALENT 6' MAX. U 1— 2 "x4" WOOD POSTS, STANDARD OR BETTER OR EQUAL ALTERNATE: STEEL FENCE POSTS F . - 24 "MIN 12 "MIN INSTALL FILTER FENCE AS NECESSARY TO PREVENT LADEN WATER FROM EXITING THE SITE. PROPOSED RESIDENCE LOT A N) N 0 0 FILTER FABRIC MATERIAL 2 "x2" BY 14 GA. WIRE FABRIC OR EQUIV. IN STANDARD STRENGTH FABRIC IS USED 36 "MIN 4 "x4" MIN. TRENCH. BACKFILL TRENCH WIN NATIVE SOIL OR 3/4" WASHED ROCK 4" MIN 2 "x4" WOOD POST-/ ALT: STEEL FENCE POSTS 36' MIN . 0 S89 °17'24 "E DRAINAGE FLOW (TYP) GEOTEXTILE FABRIC UNDER QUARRY SPALLS (MARAFI 600X OR EQUAL) PROPERTY BOUNDARY IS THE UMIT OF CLEARING. 10' ESMT FOR SIDE SEWER, UTILITIES AND DRAINAGE STABIUZED CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET EXISTING GAS q EXIsrrN bOB 12J IN T F I CB1 (EXISTING) GRATE: 110.63 IE(12 "): 105.96 IE(8"): 106.29 STABILIZED CONSTRUCTION ENTRANCE NOTES: 1. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL THE QUARRY SPALLS SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACIUTIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. AGGREGATE: 3" TO 8" QUARRY SPALLS PER WSDOT STD. SPECS. SEC. 9 -13.6. 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 12" THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 100 FEET. 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE ROCK ENTRANCE, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. 5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2" STONE, AS CONDITIONS DEMAND, AND REPAIR AND /OR CLEAN OUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY BY SWEEPING. NE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. 'TALL FIL FABRIC CATCH SIN PRO TION OVER INLET PREVENT SILT LADEN WATER OM ENTE ING STORM DRAINS. UMIT OF CLEARIII W V ) 25 OROR Wrt" 10 EXISTING FIRE HYDRANT BENCH MARK: NORTH FLANGE BOLT ELEVATION: 110.69 II i INSTALL FILTER FENCE ALONG DOWNSLOPE OF CLEARING UMITSV AS NECESSARY TO PREVENT LADEN WATER FROM EXITING THE SITE. STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE EXISTING UTILITY POLE e of i oil OH- w w w G G G S S S O 0 u u W w ============= LEGEND LEGEND z . cp o SCALE: 1 " =10' BASIS OF BEARINGS: PLAT OF ALLENTOWN TO THE CITY OF SEATTLE. PLAT VOL. 12 P100 DATUM: NAVD 88 RECEIVED CITY OF TUKWILA SEP 0 5 2008 PERMIT CENTER EXISTING OVERHEAD POWER EXISTING WATER MAIN EXISTING NATURAL GAS EXISTING SANITARY SEWER MAIN PROPOSED NATURAL GAS PROPOSED UNDERGROUND POWER PROPOSED WATER SERVICE UNE PROPOSED SANITARY SIDE SEWER PROPOSED STORM 0 CLEAN OUT NO. DATE REVISION ALLIANT ENGINEERING & LAND SURVEYING, INC. 14525 148th AVE. NE 4132) WOODINVILLE, WA 98072 (425) 485 -1083 alliantengineering©comcast.net EXPIRES 10/4/2009 APPUCANT: DOAK HOMES, INC. 11812 — 26TH AVENUE SW BURIEN, WA 98146 (206) 246 -6587 office (206) 246 -5991 fax EROSION & SEDIMENT CONTROL PLAN SITE ADDRESS: 50TH AVE SOUTH LOTA A &B TAX PARCEL NO. 0179001755 DATE 4/3/08 AELS PROJECT NO. 05009 SHEET 2 OF 3 LOT LOT A LOT B AREA ROOF AREA DRIVE & WALK AREA TOTAL IMPERVIOUS AREA TAX LOT NO. 4494 SQ.FT. 1744 SQ.FT. 438 SQ.FT. 2,182 SQ.FT. 017900 -1755 4494 SQ.FT. 1760 SQ.FT. 408 SQ.FT. 2,168 SQ.FT. 017900 -1755 ALLIANT ENGINEERING Sc LAND SURVEYING, INC. 14525 148th AVE. NE 4132) WOODINVILLE, WA 98072 (425) 485 -1083 alliantengineering©comcast.net EXPIRES 10/4/2009 I APPLICANT: DOAK HOMES, INC. 11812 - 26TH AVENUE SW BURIEN, WA 98146 (206) 246 -6587 tl 7 .' 7 RDOF DOWNSPOUT OVERFLOW FLOW 4' PVC SLOPE =2, 00% MIN, 1/4' MESH SCREEN ON PIPE INLET 15' MIN. WHERE CRAWL SPACE FLOOR IS LOWER THAN OVER FLOW. DRYWELL DETAIL NOT TO SCALE STORM DRAINAGE NOTES CB 0 GRATE:11 1) 0 86 IE= 108.86 (OVER FLOW) ® CB (B) (TYPE 1) GRATE:111.00 IE= 109.00 (OVER FLOW) 0 5' DIAMETER DRYWELL PER DETAIL THIS SHEET SIDE SEWER NOTES Qi 1 =6" PVC CLEAN -OUT 1 -6" PVC TESTING TEE 1 -6" PVC WYE 1 -6" 45' BEND 2 -6 "X4" REDUCER IE= 102.10 L 4" PVC CLEAN -OUT IE= 106.30 L 1 -4" WYE 1 -4" CLEAN -OUT 1 -45' BEND IE= 108.18 L 1 -4" WYE 1 -4" CLEAN -OUT IE= 109.00 4' PVC ELBOW 0 T N E R W i" WATER METER & SERVICE LINE PER TUKWILA STANDARDS. (BORE UNDER ROAD) TYPE 1 CATCH BASIN WITH STANDARD GRATE INSTALL 24' - #4 REBAR AT CENTER OF DRY FO: - I ATIDN 4' PVC s= z. oox 1 IN. 12�MIN. s of i o w w G G s S 0 0 U U w w w 0 w 0 0 SIDE SEWER NOTES INSTALL A CLEAN -OUT WHERE THE SIDE SEWER ATTACHES TO SANITARY SEWER CLEAN -OUTS SHALL BE EXTENDED TO FINAL TUKWILA CONSTRUCTION STANDARDS DWG. SS -2. 5' 2% 12' MIN. TABLE OR THE HOUSE PLUMBING. GRADE PER 6" MAX. 5' MIN. TO PROPERTY LINE 5' -4' PERFORATED LEACH BED TUBING ON LEVEL GRADE FILTER FABRIC LINER ON SIDES AND TOP OF DRY WELL ABOVE SEASONAL WATER RESTRICTIVE LAYER LEGEND OH- EXISTING OVERHEAD POWER w EXISTING WATER MAIN (8" DI) O EXISTING NATURAL GAS s EXISTING SANITARY SEWER MAIN (8" PVC) PROPOSED NATURAL GAS PROPOSED UNDERGROUND POWER - w- PROPOSED WATER SERVICE LINE (1" POLY, 200 PSI) = PROPOSED SANITARY SIDE SEWER PROPOSED STORM CLEAN OUT 2% DRAINAGE PLAN NOTES: 1. STORM WATER RUNOFF FROM THE ROOF AND DRIVEWAY AREAS FROM EACH LOT SHALL BE COLLECTED IN A TYPE 1 CATCH BASIN AND THEN ROUTED THROUGH A 4" PVC PIPE TO DRYWELL(S). 2. A MINIMUM OF TWO DRYWELLS WILL BE INSTALLED ON EACH LOT. ONE FOR EACH 1000 SQ.FT. OF ROOF /DRIVEWAY AREA. 3. THE FINAL GRADE ELEVATIONS SHOWN ON THIS PLAN MAY BE ADJUSTED AS NESESSARY TO REDUCE CUTS /FILLS AND /OR MAINTAIN 1% MIN /5% MAX SLOPES FOR DRIVEWAY. 4. INSTALL FILTER FABRIC OVER ALL CATCH BASIN OPENINGS DURING CONSTRUCTION. 5. SOIL LOG TEST HOLES WERE DUG ON THE LOTS NEAR THE DRYWELL LOCATIONS. THE SOIL TYPE AND STRATIFICATION WAS TYPICALLY AS FOLLOWS: 0 -9' DEPTH OF GREY /BLACK MEDIUM SAND WITH NO EVIDENCE OF WATER TABLE ENCOUNTERED NO EVIDENCE OF WATER TABLE ENCOUNTERED SCS SOIL CLASSIFICATION: PILCHUCK SERIES 6. ALL PVC PIPE SHALL CONFORM TO ASTM D- 3034- SDR35. OO CO 8 25.00' EXISTING CONTOUR 1\ 1 0 M O M PROPERTY BOUNDARY IS THE LIMIT OF CLEARING. FINSHED CONTOUR (TYP) 100 12" ROOF OVER HANG PROPOSED RESIDENCE MAIN FF: 112.60 GARAGE HI/L0W:111.60/111.20 CRAWLSPACE FF: 109.50 MIN. PROPOSED LOT LINES 00. 0 56917'24 "E 100.00' PROPOSED RESIDENCE MAIN FF: 112.60 GARAGE HI/L0W:111.70/111.30 CRAWLSPACE FF: 109.50 MIN LOT A 55.00' 58917'24 "E 100.00' 4 SOT B 48' -O" rn 0 0 C6 G 4" PVC FOOTING DRAIN S =2.00% OF MIN. DIRECT DRIVEWAY DRAINAGE TO CATCH BASIN PER PLAN 21" MIN. CRUSHED SURFACING BASE COURSE I • 4 L.J a 10 EX. UTILITY EASEMENT & DRAINAGE 4" P S =2.0 ° or w Q . • o w O EXISTING GRADE CONTOURS r'1 2% 2" COMPACTED DEPTH CLASS "B" ASPHALT CONCRETE (OR EQUAL) 1 CRUSHED SURFACING TOP COURSE PRIVATE DRIVEWAY I .A 9111111411,1 I I S =2.00% 32' -4" PVC S= 19.00% 20 00' 20 00' 5' MIN. CROSS - SECTION ' ll • B • II •II •0 II I1 4 "J PVC 18' TYP O NOT TO SCALE EXISTING GAS 4 a e"\ 6" P�/C S= 2.00 %4 -- I J EXISTING 6" TEE STA. 10 +56 a , 0R9 I IE: 101.62 / I CB1 (EXISTING) e 0 . GRATE: 110.63 IE(12 "): 105.96 0 It =105.6 IE(6 "): 105.45 I I I I E )1I5TING WATER MOTE I I 251 rOW I I II I Ei XISTING ASPHAL S URFACE I I II N N U, DRAIN 1' I AN IW EXISTING 2 '7 COMPACT SUBGRADE AND SIDE SLOPES TO 95% OF MAX. DENSITY PROPOSED w 25' ROW 92: CB10 (EXISTING) GRATE: 110.49 CONDUIT Ow- N �x C * 06 EX. POWER POLE `) SCALE: 1 " =10' BASIS OF BEARINGS: PLAT OF ALLENTOWN TO THE CITY OF SEATTLE. PLAT VOL. 12 P100 DATUM: NAVD 88 N RECEIVED CITY OF TUKWILA \ SEP 0 5 2008 PERMIT CENTER SMALL SITE DRAINAGE PLAN SITE ADDRESS: 50TH AVE SOUTH LOTA A&B TAX PARCEL NO. 0179001755 DATE 4/3/08 AELS PROJECT NO. 05009 SHEET 30F3 1