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HomeMy WebLinkAboutPermit D07-020 - NGUYEN RESIDENCE - NEW HOUSENGUYEN RESIDENCE 16227 51 AV S D07.020 Parcel No.: Address: Suite No: Tenant: Name: Address: Owner: Name: Address: Phone: Contact Person: Name: Address: Phone: 5379800340 16227 51 AV S TUKW NGUYEN RESIDENCE 16227 51 AV S , TUKWILA WA ALBRECHT LOUIS RICHARD 16227 51ST AVE S , TUKWILA WA 98168 THI N NGUYEN 125 SW 148 ST, STE F , BURIEN WA 206 241 -9984 Contractor: Name: JP KITCHEN & BATH REMODEL Address: 7500 S TAFT ST , SEATTLE WA 98178 Phone: Contractor License No: JPKTTKB958OB Value of Construction: Type of Fire Protection: Type of Construction: City-df 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 $533,373.27 SMOKE DETECTORS VB DEVELOPMENT PERMIT 88166 * *continued on next page ** Permit Number: Issue Date: Permit Expires On: Expiration Date: 09/02/2007 D07 -020 06/04/2007 12/01/2007 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 5307 SF SFR WITH 705 SF ATTACHED GARAGE, 630 SF COVERED DECK, AND 30 SF OF UNCOVERED DECK PUBLIC WORKS ACTIVITES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, STREET USE, AND UDERGROUNDING OF POWER. HIGHLINE WATER DIST. & VAL -VUE SEWER DIST. Fees Collected: International Building Code Edition: Occupancy per IBC: $10,033.54 2003 22 doc: IBC-10/06 D07 -020 Printed: 06-04 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Permit Center Authorized Signature: (/ I hereby certify that I have read and governing this work will be complied Signature: Print Name: City aTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.citukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut Z0 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N 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: N 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 o - • erformance of work. I am authorized to sign and obtain this development pern}it. Permit Number: D07 -020 Issue Date: 06/04/2007 Permit Expires On: 12/01/2007 Date: OIXG O I r ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. Date: g 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. doc: IBC -10/06 007 -020 Printed: 06-04 -2007 Parcel No.: 5379800340 Address: Suite No: Tenant: 16227 51 AV S TUKW NGUYEN RESIDENCE 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 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -020 ISSUED 01/22/2007 06/04/2007 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: 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. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: 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. 13: 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. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila doc: Cond -10/06 D07 -020 Printed: 06-04 -2007 Permit Center. 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 17: 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. 18: ** *FIRE 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 19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 20: 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 0.8 inch (12.7mm). (IFC 505.1) 21: An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (IFC Appendix B, Table B 105.1) (1FC 508.1 thru 508.5.6) 22: Water supply is allowed to consist of reservoirs, pressure tanks, elevated tanks, water mains or other fixed systems capable of providing the required fire flow. In setting the requirements for fire flow, the chief may be guided by Appendix B, Table B 105.1. (IFC 508.2.2) (NFPA 22) 23: The minimum fire flow and flow duration requirements for one - and two-family dwellings having a fire area which does not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 L/min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in Table A-111-A-1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (1FC Appendix B 105.1) 24: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 25: Adequate ground ladder access to rescue windows shall be provided. 26: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 27: Aboveground gas meters, regulators and piping exposed to vehicular damage due to proximity to alleys, driveways or parking areas shall be protected in an approved manner. (IFC Ch. 312, sec. 312.1 thru 312.3) 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 29: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 30: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 007 -020 Printed: 06-04 -2007 City of Tukwila 31: ** *PUBLIC WORT S DEPARTMENT CONDITIONS * ** 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: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433-0179 of commencement and completion of work at least 24 hours in advance. 33: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 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: Any material spilled onto any street shall be cleaned up immediately. 36: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 37: 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. 38: 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. 39: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 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. 40: From October 1 through April30, cover any slopes and stockpiles that are 3H: 1V 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. 41: 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'. 42: Coordinate with Public Works Project Inspector regarding location of storm drainage infiltration trench and overflow system, as applicable. * *continued on next page ** doc: Cond -10/06 D07 -020 Printed: 06-04 -2007 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 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. doc: Cond -10/06 007 -020 Printed: 06-04 -2007 CITY OF TUKWILA Community Developmer,partment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.citukwila.wa us hew 11/0454.- Site Address: 1 6 2 57 4t3(; S 0 .7 WXI.t1iF 9gi Name: — Mil q/ . AJ Mailing Address: / `1 31./t1 14 S E -Mail Address: Contact Person: h1 M`1 P 1 ►J E -Mail Address: ZMr R7im Nil a. COMCAT. Ni Contractor Registration Number: .(P K 17 te...$ 1 S8 0 8 Contact Person: Y Q:Upplications\Fonns- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bit Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 531q 03q. 0 uite Number: Tenant Name: New Tenant: ❑ .... Yes I :1 ..No Property Owners Name: /l+( Nl4 ')AC Ail9nYi)tl r /J 2() C Mailing Address: / 2I 5I4) j 4 R 5r. STE. F guide-A) 1.t5Y Cif State Zip CONTACT PERSON who do we contact when your pern>iit is ready to be Issq� Day Telephone: STF F City Floor: 6- i -g9R`1 qw e State Zip Fax Number: GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg Name: TP ktTc.Dtav "l l't 09/..,>V6 Mailing Address: 7SS S 7 _ � r ?54-T72 W �6- e7 '/78 City State Zip Day Telephone: (20938 3 -71/3 Fax Number: (2-04.)772 3 867 Expiration Date: 01/0.2/200 7 'OF All plans must be wet stamped by Arc6ltect of Reco Company Name: f . Lit ig-S " ` J • p Mailing Address: p ( Z. LSD Lr c As 1 Ei aetr, , , ltd • QC z,c `` City State Zip Day Telephone: 4 7S ' S Ito E -Mail Address: Fax Number: zs 42 - r ENGINEER OF RECORD - All plans must, be wet stamped by,Engiineer of Record Company Name: 'P( Tz.Eg. 4 ,SSe, G1aT e S Mailing Address: ' ZI ZZ e.PLIVe AVE • 'L T 2- E ` 1 t i ' . 9 Za Cit State p� Zip Day Telephone: 4 ZT7 3�• boT Contact Person: Tps pl z.E4 j). • E -Mail Address: Fax Number: r+• S 2d2 l Page 1 of 6 Valuation of Project (contractor's bid price): $ 4-04000, d Existing Building Valuation: $ Scope of Work (please provide detailed information): e)( 1 S T( a • • 1..4e , r't"' 4 a'eel 1 4 1 .4 ° 1 � t At (CI Le. f 4 ' A u . 44 ( . Will there be new rack storage? ❑.... Yes Rio If yes, a separate permit and plan submittal will be required. 4ZI c.3© U 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) 4 4e ) i 1 *For an Accessory dwelling, provide the following: Lot Area (sq ft): 2 t Floor area of principal dwelling: 5 3 a 7 Floor area of accessory dwelling: *Provide documenta ion that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: 'Standard: 3 Compact: Handicap: Will there be a change in use? ❑ Yes [ j�} " No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm [I} /ne ❑ Other (specify) 5'M tFC Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 12-•" 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:ApplicationsWonns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 PUBLIC WORKS PERMIT INF' RMATION 206- 433 -0179 Scope of Work (please provide detailed information): =MI •••I ���.�..'iJ�r ►rte ►���w�:� - - :a �r`.r Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ . Tukwila ❑... Water District #125 `Water Availability Provided Sewer District ❑ ...Tukwila Va1Vue ❑ ...Sewer Use Certificate V. Sewer Availability Provided Septic System: IJ6r1. . ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Sub itted with Application (mark boxes which apply): Civil Plans (Maximum Paper Size -22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond — ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ Right -of -way Use - No Disturbance V. sW Construction/Excavation /Fill - Right -of -way Non Right -of -way // cubic yards cubic yards Total Cut ...Total Fill _sanitary a 1 ...Cap or Remove Utilities ❑ . rontage Improvements ` Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation ( k G ut ( /`. Domestic Water 'OPP' IR ...Permanent Water Meter Size... � 7 IS ❑ ...Temporary Water Meter Size.. " ❑ ...Water Only Meter Size... " Sewer Main Extension ..b Public '6ett .. .Water Main Extension Public _ Q:\Applications\Forms- Applications On Line\3 -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 ❑ .. Renton ❑ .. Work in Flood Zone .Storm Drainage ❑ ...Renton ❑ ...Seattle ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless - (SAO) ❑...Hold Harmless - (ROW) �❑ ght-of -way Use - Profit for less than 72 hours . Right-of-way Use - Potential Disturbance ❑ .. Grease Interceptor ❑ . hannelization 'Trench Excavation Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) Day Telephone: City State Zip Day Telephone: City State Zip Page 3 of 6 Unit Type: Qty Unit Type. Qty ":' ;Unit Type:; _ Qty <; 'Boiler /CompresIor: Furnace <100K BTU Air Handling Unit >10,000 CFM Fire Damper ' 1i- ✓ ( 0 -3 HP /100,000 BTU.- � Fumace>100K BTU I Evaporator Cooler Diffuser 3 -15 HP /500,000 BTZP V '-- `v Floor Furnace Ventilation Fan Connected to Single Duct , Thermostat 15-30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation Syst Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct i Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment • -, 1,3 , .; " 1'1 Air Handling Unit • <10,000 CFM Incinerator — Comm/Ind MECHANICAL CONTRACTOR INFORMATION Company Name: 4 � ea:-TO -M 0 Ar�7 Mailing Address: 7i..7) O S , Ta-c _s- - nE WA /g L city gt183..-- zip 3 2 Contact Person: J t M A41 I P PAIN) Day Telephone�2e0 77 / E -Mail Address: ,Q �l M My _ Co k.CAS i . 1MgT Fax Number: C2F. ) 7 72- - R S Contractor Registration Number: KIT K.1:5 9 i6' 0 B Expiration Date: O 10 o t 12 O b '7 00 Valuation of Mechanical work (contractor's bid price): $ d . Scope of Work (please provide detailed information): rte$ .t.".cs 7 yNLI_A -/ ., €ar._ P 1-041/41 Use: Residential: New .... [ Replacement .... 0 Commercial: New .... Replacement .... ❑ Fuel Type: Electric 0 Gas .... Q:Wpplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Other: Indicate type of mechanical work being installed and the quantity below: Page 4 of 6 Fixture Type: . . - Qty Fixture Type: Qty Fixture Type: " ' .; Qty ". ;.Fixture "Type: Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets 3 Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic / Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain 1 Lavatory Water Closet 6 Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent / 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 alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PLUMBING AND GAS PIPINC 'ERMIT INFORMATION - 206=431+ PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: -(M A . O C Ain U i C (T») N Mailing Address: E -Mail Address: Contractor Registration Number: 0 Contact Person: J i rV(AAI Q 1 ,I Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: /4/0 L/ A/e Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q :Upplicetions\Fotms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9-2006 bh City State Zip Day Telephon( ) 383-79/3 C� Fax Number:V . 7 72 - 3867 Expiration Date: Sewer: 1/MC LAM q8 J a Page 5 of 6 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. BUILDING OWNER OR AUTHORIZ D A ENT: Signature: 9,L Print Name: /(/PDC Y/1 / .tkty (7� 60, Mailing Address: / ar� 5 SW /4 g 577 Tr f; F Date Application Expires: Date Application Accepted: Ot (ZZ1 Ol- Q:\Applications\Porms- Applications On Line\3-2006 - Permit Application.doc Revised: 9 -2006 bh Date: 0/(/ °1 / 0 7 Day Telephone: 206 7- 9984 194P 194PW teal .92"1,4",C City Staff Initials: Page 6 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. Approved 09.25.02 Last Revised Jan. 2006 �..✓' BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME I . V (�'1 It KA 4I4i C( PERMIT # rokact (( 16zz7- 5 754 - Ave 5.) If you do not provide cm(t jlc or bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. APPLICATION BASE FEE Enter total construction cost for each improvement category: Mobilization Erosion prevention Enter total excavation volume Enter total fill volume GRADING Plan Review and Permit Fees Water Water /Sewer/ Road/Par 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) ex cavation and•fill volumes. b Sao / 14o0/ 2,5o° j �Coo 5 ?50 14.3 2a . cubic yards 20 cubic yards $ 14.3 Use the following table to estimate the grading plan review and permit fee. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION ( + + $ 39 S1:1 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. 1 $250 (1) $ (5) RECEIVED JAN 2 2 2007 PERMITCENTER QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1 100 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 1 100,000 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) 7. Pavement Mitigation Fee 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 Approved 09.25.02 Last Revised Jan. 2006 2 Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ /4 (6) (1.0 0 $ D 'T t.ryut1 ) (7) $ 23 5- (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Install on Cascade Water Alliance RCFC 01.01.2007 — 12.31.2007 Total Fee 0.75 $600 $5297 $5897 1 $1100 $13,242 $14,342.50 1.5 $2400 $2 85 $28,885 2 $2800 2,376 $45,176 3 $4400 •84,752 $89,152 4 $7800 $1 425 $148,015 6 $12500 $264, . 0 $277,350 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* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Approved 09.25.02 Last Revised Jan. 2006 Total A through E $ (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ /,023 9 4 G. Other Fees $ Total A through G $ / 0 2.3 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 19 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. 75" 2.5" $30 $1,000 Temporary Meter 3 Project: /� �t/GZ/W /f ps . Type of Inspection: f /47 Address: /4 ZZ7 S /ga Date Called: Special Instructions: Date Waan O - 7 � equess er Requester: Phone No: EoG- 3,33 - / Z INSPECTION�NO. INSPECTION RECORD Retain a copy with permit I)71020 E RMIT NO. CITY OF TUKWILA BUILDING DIVISION ?- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Q Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0( (.0 re ,`J4J kt AJL p-Pf 1%-. (eL ( Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: OMM TS•‘ gv Cf Jr! r, 7 r a ✓ems , ■.t ( t Xrt, Ai swriAhl 4 ( n✓E. 0)11,\ .. ,` r, J- er�ow^ Wil 1-e,-0 ! 4.&41. (r J'a'' ..11),e Tookn ; S Q,r rt- 'l 6 -A✓‘ i...e' (` - ( i P J - pu t,Jorf 4 J t `,r - I B0:(1L` 1 1 L3 J rO v .` "re v "-J 1 1t5 . 'to *rfr L -E-✓ S . A-fJ J - (tftt ,^-L0 .,) (m f --kr 4.44 ca. )( Sr it. r.,),T(e f3 of BA (c 6, ,fir Aeeli`r i e At., of- 3to , 1 P-11 tkte (? c `riCA6 1 c 4ri JcfS 15v (A4:• )A riaa r h cce.Jr /teas : t 2 io "71 At Project: N G' E N QF( Type of Inspection: I nJ - 4 ( Address: (('2Z1 I , iJ S ; Date Called: Special Instructions: Date Wanted: 1,.,�_ 7 -do a.m: p.m. Requester: Phone No: 42-0 0 3_~7 l J?A INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Do`s o20 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. orrections required prior to approval. Insp ttorF pat (Receipt No.: IDate: Project; � � � � Type of Inspection: Pw M,K Addres I(O cI ilo-t Date Called: Special Instructions: Date Wanted: r �f l?i �( /�� a.m. p.m. Requester: Phone No: 2- 2 0 7q/ j 30 INSPECTION RECORD Retain a copy with permit 067-° PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: t o q 'Inspector: 6 'Date: if i, C mot $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: !Date: ^ter= - ., _ Project: Of/ Wm Vir Type of Inspection: PV - MOM,. - Address: ' n 1 A Date Called: 0 IA Special Instructions: Date Wanted: of I15_ V � j .rY. --gy Requester: arm -( VH Phone No: El Approved per applicable codes. COMMENTS: a vv -02-0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. 7/D -e) 1/72-S / °Y cam, al 5 «hr/r fc4J.e.J 'Inspector: 'Date: 51 El $58.00 REINSPtCTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 1 RecelptNo.: _ 'Date: COMMENTS: Type of Inspection: Fr MA(____ k) T fi0 , s r al v S Date Called: Special Instructions: ' q Date Wanted: / — 2 -5 a.m. A r ,127 , ;' C`d - — 11, a I'tzJ (f ile 7' c.el rD fv4--.,ti 4' (Al , iL) (3 `•L(� 1 •e_1 - 1 - t? t_ / --- vt D y / ff (t J$reJ ofi ft / 'A (Le d-f-ts ✓e_ (T: )i-- I; `/ . «.-,re 4 I /t5 f s Ar c t 1 Project: N GUtIe( 3 Type of Inspection: Fr MA(____ Address: IC227 s r al v S Date Called: Special Instructions: Date Wanted: / — 2 -5 a.m. Requester: Phone N : ...D�- 3 8 3— 7 )3 INSPECTION RECORD Retain a copy with permit INS ' ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 LI Approved per applicable codes. Ilnspectol GLA,v, , � � Date I � $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: 007 —o2-O Corrections required prior to approval. %! COMMENTS: I D i d u, lE__ 1 i i 1.0t e.r 't-P-4( -e_A. ac..2( 7 ) t rJ -- 1 3 )41 6 (A-2) (o 1-01.31 L A7ly a /4 Date Called: T o r _A-IL ! Al FI) r Bo ( K^- F\'-/ S pe_, 4 J /Ls 1 6 A--p r 1 A ate S ( adtcr s rj■-t I(15 ,k_5 f.4- i ,eAtel,i 4..1 orr £ ; A pJ a 0 ( r■ ((Awl o4 1S .A.s Project: , s , A WO ti V e...A ,e of4spectiw: i Sv 4 ( (( Address: / --- ... / 11' q-/- r i S f Ave Sa'-`-t Date Called: Special Instructions: Date Wanted: a.m. Pin Requester: Phone No: . lD D,67 —02J INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Approved per applicable codes. Inspecto(11 Corrections required prior to approval. Date.4 t $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. r eceipt No.: !Date: • Projec • 6 re 4' S Type o Inspection: ////gO■00 Address: /b2Z7 ,57 Ar _S Date Called: Special Instructions: Date Wanted / Requester: Phone No: 70 - ,fgf - 7/? INSPECT! N NO. b0 INSPECTION RECORD Retain a copy with permit A4 r) PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 pproved per applicable codes. El Corrections required prior to approval. COM NTS: 'Receipt No.: nspecto . Dat $ . 0 REINSPECTION FEE R UIRED. Pri r to inspection. fee m be id at 6300 Southcenter Blvd., Suite 100. the schedule reinspection. 'Date: . .4 Project 1/ 1/Li � � ! Type of I ctjon; G✓ Address: /6. ?2 S/ 4a5 Date Called: Special Instructions: Date Wanted: /2 /sr�? a.m. c Requester. Phone No 33.3- • /6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: Nei 2eirde7 ID Approved pel<applicable codes. Corrections required prior to approval. Dd7-42 Date: INSPECTION FEE REQU ED. P to inspection, fee must be 6300 Southcenter Blvd., Su++'ffe 100. Call the schedule reinspection. 'Receipt No.: Date: w4- P7 '7ct: ( i f elk) Type of Inspectiob: `,...) Address: /62Z7 5 / )1c, S Date Called: Special Instructions: Date Wanted*/ _-_ / / 2.-- ( - a.m. CIP74.1" Requester: Phone No: .2 0 6-3,93 —7" "3 /Z/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. t PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3 ..... Corrections required prior to approval. Approved per applicable codes. CO CO ENTS: e/4 / receipt No.: C2e" re Date: nspector: ate: / .00 REINSPECTION FEE REQUI ED. Prior o inspection. fee must be aid at 6300 Southcenter Blvd.. S te 100. P-:Il the schedule reinspection. 'Date: Pro'ect: �_ Lu`k a=S Ty of Inspection: Oft,_ 11 -151.. Address: t ()-1 51 A 'S Date Called: Special Instructions: Date Wanted: Fa.m� Requester: Phone No: I'S 0-1 -O Z3 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 -3 &7 Approved per applicable codes. ❑ Corrections required prior to approval. �? COMMENTS: Inspector 5 ( Date: _ I q-D- El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: Project: Type of Inspection: Address: t(eztv,:?1 S` AA 5 • Date Called: '. Special Instructions: Date Wanted: 1 24 tt �1 ca p.m. Requester: Phone No: INSPECTION RECORD 1�O � � INSPE LT\ Retain a copy with permit ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION -- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. COMMENTS: 'Inspector: — rid_ () 'Date: 1 2- ( t A o 7 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: ❑ Corrections required prior to approval. / -"- Project: I.T( Ui" t P- Type of Ins ction: ltJac 0 1151.. Address: (,o -) 51 c+ , 5 Date Called: Special Instructions: Date Wanted: 1211 - 0 t�? p. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: . INSPECTION NO. INSPECTION RECORD Retain a copy with permit fral PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- 6 0 Inspector: jpict i I Date: r l f j $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Type of Inspe t ion: I /42 /,V6 0 6 ; A / 1A. %S /2 / .av-si / 9 / / S C S / CHUGS A/A /3i G� F 7e,055 / U f t l (1 a ■∎ , s CJ,',�4 0 ,oc ✓�=-ti. J r y Requester : Phone No: � . ' �. ✓ i 0 3 v ii 2.0 'r to,),, boleti; Z�trm4,mix k‘ i7 , Jf.-4 0(0A/ o p link 1 ,,, Project: &JQ z yf / '2( Type of Inspe t ion: I /42 /,V6 Address: /GZ? 7 .s//' -,/ 5 v Date Called: Special Instructions: Date // .72 /v // Requester : Phone No: INSPECTION RECORD Retain a copy with permit INSPE ' ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION L 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 44 Corrections required prior to approval. Date: / / /c/ /v7 REINSPECTION FEB REQ ED. Prior to inspection, fee must be p wd at 6300 Southcenter Blvd., uite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: A) s i ) 7/ eeoc Type Qf_ p ctioo: r le Ad rg ? /j U s� Date Called: Special Instructions: Date %�teZ / D � a. ny, Requester: Phone Ng: 20e 5 53 - 7g/ 3 10 INSPECTION NO. INSPECTION RECORD Retain a copy with permit .) O z0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. J Corrections required prior to approval. COMMENTS: 6 ) (7 LJc A-1A0 pect Date: .00 REINSPECTION FE EQUIR D. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: 1 y - - p 14.t.., .coat ti.f3 ♦ ; s. 1'e C2) ikitS.si A ` c11 p( n TV Off- 5w t INAK4ottily 4 60-E - 6 -c 4 l>s s 491, -otr s . ` e' umio c.,(_44.4 4 c a gym' Requester: Phone No: Project: al R. Type of Inspection: Fia-r-tka� A dress: 1(Aa7? Si Pf4 S. Date Called: Special Instructions: Date Wanted: a gym' Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. J Corrections required prior to approval. D ate fitkalOLV1 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call the schedule reinspection. 1 lnspector: Receipt No.: 'Date: bol -ow Pro ject / � T ype of I s is(/leAt} Address: (5227 S l HIV Date Called: Special Instructions: Date' a Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION '- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ok•5.- ,\, l( IQ A, ) 5k1P-1 (lnsge El $58. REINSPECTION FEE R QUIRED. Prior too inspection, fee must be p al t 63 00 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Date: o 4 (t 77 Pro a ':s NJ Type of Inspect n: wMt�Is(,4411.V5 Date Called: 4 gu`I Add 1 (9 Z Z S I Ai) Special Instructions: Date Wante : j0IioI61 rn. tp. Requester: Phone No: ? e3 INSPECTION RECORD Retain a copy with permit INSPE NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: P -4 -Lo, — , (Atc__ liteb I 0 REINSPECTION FE EQUIRED. P for to inspection, fee must be p i at 6300 Southcenter BI .. Suite 10 Call the schedule reinspection. Receipt No.: 'Date: s :'7 Project: \J G u R s. � / N � Type Qf Inspe o 6 Zoo ? n - � �f G�''� Address: i 3 ZZ 27 S / VI U Date Called: Special Instructions: Date Wanted: C1.rpr 1 0 I 07 p.m. Requester: Phone No: ...206 - 353- i INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. ® Corrections required prior to approval. COMMENTS: )Vv\ nic: Ni A C� cNZ_ kV IC:. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3 7 Date: 1 0 Jcj I .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: K ...)6Lici , t Type of Inspection: 00 ( Gko 4 - IA v ,' f Address: 1 1 (,771 5 Au Su Date Called: <-- Special Instructions: Date Wante : I 0 1 10 1 0 ---7 6.m- p.m. Requester: Phone No: . g3 - _ 1— • 17 ti^ v3ti°R:'I Do 7-0e-eb INSPECTION RECORD Retain a copy with permit INSPECTI N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - COMMENTS: Approved per applicable codes. Corrections required prior to approval. (4/1/1tUi \ M A.k J Date /6 } 0 6 ) 0 REINSPECTION E REQUIRED. Prior t inspection. fee must be at 6300 Southcenter lvd.. Suite 100. Call he schedule reinspection. (Receipt No.: 'Date: COMMENTS: - 7/( 00 I). • I /sirs fk- ., n, (/ 1 Civ.i o c7 L—c -kr4 . S SA \ AA F '-°' 5 ( (AA . c P\ v,e Date Called: 70 qt )i Special Instructions: Project: N ( (4.. ` A m 0 `� Type of Inspection: SA Add ss i� �Z7 _ S v,e Date Called: 70 qt )i Special Instructions: i Date Wanted: t a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit tKfl o2.5.) PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. Corrections required prior to approval. (Inspector: ( J) IDate: 7 I I L /67 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Pro•ect: / / 2 / ¶fti /2 Type of Ins ?/,,,,,,,,-,<_-77,04 ec on: — v / / /I/+i /rc J Address /6227 5 ' Date Called: Special Instructions: Date W ted: Z — / _ D 7 a� L "� Requester: Phone No x.06 - 583 - 7 ( 3 ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPE $54.00 REINSPECTION FEE R p d at 6300 Southcenter Blvd INSPECTION RECORD Retain a copy with permit IT NO. (2 1 6)431 -36170 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: C� UIRED. Prior to 'nspection. fee must be . Suite 100. Call t schedule reinspection. (Receipt No.: 'Date: Project: A' u � n Res. /y3 Type of Inspection 5D Address: �(� ZZ7 51 Ave S Date Called: �_ 3 -07 Special Instructions: Date Wanted: 7 lb-07 - �' Requester: Phone No: 206 383 - 7 913 INSPECTION RECORD Retain a copy with permit D07-020 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: - 71( 4 11) - ) . 1� .0 A t JL( 6 I Inspector: / IDae (7f'd) • El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 1 Receipt No.: 'Date: -w A/6z/e/f/ti Project: Type of Inspection: /C-4077/1/6 Z.V41/1) Address: /Z2-7 5/4u 5 Date Called: ._ Special Instructions: Date Wanted: qz Requester: Phone No -2_ 0 6 -363- ?9 3 INSPECTION RECORD Retain a copy with permit INSPE ON NO. CITY • F TUKWILA BUILDING DIVISION 6300 So thcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: I spector IDate: 7- /2 — c)7 / .00 REINSPECTION EE REQ1i116. Prior to inspection, fee must be aid at 6300 Southcenter Blvd.. S te 100. Call the schedule reinspection. eipt No.: 'Date: f. , ' , A; A " •,`" , I • Project ir , No--u y fA/ Rithlive...... Type of Inspection: PO2- F Py-z;PQ Address: 7 57 /Or f Date Called: Special Instructions: Date Wanted: a.m. ecr:F. Requester: Phone No: e6-37Y 7?/3 et D07 INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 0 Approved per applicable codes. El Corrections required prior to approval. 1 Receipt No.: 'Date: /If / Grit It COMMENTS: (9 e tz ;rt4P; Inspector: 'Date: $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Project: N0 u >' ,-, ,r e-. of Inspection: .0. 1-700A„' A !�, -� , N, Address: / 2 3- 7 _ g / ,4, f, Date Called: Special Instructions: Date Wanted: c� 7 ,tn.. p•m• Requester: Phon = No: , - • • # / Z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit D07 -020 (206)431 -367 ?A —3 _ 7 73 Corrections required prior to approval. $58.00 REINSPECTION � E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: NGuWlfiv 2 (-s- Type of Inspection:, I- el( A {r, ),\.) WA() Address: I4Z27 Sl 00 S Date Called: Special Instructions: Date Wanted: ,::. 07 a.m. cp :m Requester: Phone 383 - pct 5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: ctor: 1 Recei No.. 'Date: 00 REINSPECTION FE: REQUIRED. rior to inspection, fee must be at 6300 Southcenter B d., Suite 10 . Call the schedule reinspection. 'Date: Approved per applicable codes. Ei Corrections required prior to approval. Da 2-6'20 PERMIT NO. Project: A76 CI 9cA/ ' 5, Type of Inspection: \) Address: /- z 2 7 5? 4d C Date Called: Special Instructions: 7 , Date Wanted: l i f -0 - 7 . a . ..m.., p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 V Approved per applicable codes. O o PE (206)431-37 COMMENTS: • ?/ - aec. / 7 /2 /ti-S // f4/1 .16.4 Dat& /4 /_ 07 00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. ceipt No.: !Date: Corrections required prior to approval. Parcel No.: 5379800340 Address: 16227 51 AV S TUKW Suite No: Applicant: NGUYEN RESIDENCE Receipt No.: R07 -01011 Initials: WER User ID: 1655 City of Tukwila Payee: JP KITCHEN & BATH REMODEL Payment Check 1176 1,500.00 ACCOUNT ITEM LIST: Description BUILDING BOND /DEPOSIT 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 RECEIPT TRANSACTION LIST: Type Method Description Amount Account Code Current Pmts 000/386.908 1,500.00 Total: $1,500.00 Permit Number: D07 -020 Status: APPROVED Applied Date: 01/22/2007 Issue Date: Payment Amount: $ 1,500.00 Payment Date: 06/04/2007 11:48 AM Balance: $0.00 8896 06/04 9716 TOTAL 1500.00 doc: Receiot -06 Printed: 06-04 -2007 Der.: RECSRTS -OR RECEIPT NO: R07 -01010 Initials: JEM User ID: 1165 Payee: Thi Nguyen SET ID: 0524A SET NAME: NGUYEN RESIDENCE SET TRANSACTIONS: Set Member Amount - D =7 Q20 1 5,298.18 M07 -009 295.42 PG07 -020 481.00 TOTAL: 6,074.60 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:/lwww.cidukwila.wa.us SET RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 3707 6,074.60 TOTAL: 6,074.60 ACCOUNT ITEM LIST: Description BUILDING - RES GAS - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES Account Code Current Pmts 000/322.100 4,208.24 000/322.100 88.00 000/322.100 295.42 000/345.830 15.00 000/322.100 378.00 000/342.400 23.50 000/342.400 144.00 000/345.830 - 106.00 000/386.904 4.50 104.367.120 1,023.94 TOTAL: 6,074.60 Payment Date: 06/04/2007 Total Payment: 6,074.60 .8901 06/04 9716 TOTAL 6074.60 Payee: THI NGUYEN Receipt No.: R07 -00082 City Cot 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 Parcel No.: 5379800340 Permit Number: D07 -020 Address: 16227 51 AV S TUKW Status: PENDING Suite No: Applied Date: 01/22/2007 Applicant: NGUYEN RESIDENCE Issue Date: Initials: BLH Payment Date: 01/22/2007 10:27 AM User ID: ADMIN Balance: $4,486.24 TRANSACTION LIST: Type Method Description Amount Payment Check 3631 3,235.36 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW Account Code Current Pmts 000/345.830 000/322.100 000/345.830 RECEIPT Payment Amount: $3,235.36 2,735.36 250.00 250.00 Total: $3,235.36 3981 01/22 9716 TOTN 3467:71 doc: Receipt -06 Printed: 01 -22 -2007 • NGUYEN RESIDENCE PLAN 5307 16227 51ST AVENUE SOUTH, TUKWILA WA 98188 ROOF LOAD: 25# LIVE LOAD, 15# DEAD LOAD FLOOR LOAD: 40# LIVE LOAD, 15# DEAD LOAD WALL LOAD: 10# PLF AREA HOME PLANNERS • 2812 COLBY AVENUE, EVERET1, WA 98201 • PHONE: (425) 258 -6400 / (206) 726 -4119 Footing Design ( 2003 International Residential Code By: . , Area Home Planners on: 04 -24 -2007 Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 24x24x10 fig © garage Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (3) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear. Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear. Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 Steel Required Based on Moment: As(1)= 0.03 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI - 10.5.4): As(2)= 0.48 Controlling Reinforcing Steel: As -reqd= 0.48 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (3) Min. Reinforcement Area Provided: As= 0.59 Development Length Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld -sup= 6.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. (97 NDS)1 Ver: 6.00.62 : 11:06:27 AM dr jamb Bearing= Bearing - Allow= Vu1= vc1= PL= 1133 PD= 1858 PT= 2991 Pu= 4527 Qs= 2000 F'c= 2500 Fy= 40000 c= 3.00 W= 2.0 L= 2.0 Depth= 10.00 d= 6.25 Bo= Vu2= vc2 -a= vc2 -b= vc2-c= vc2= Mu= Mn= (Concrete) m= 6.00 n= 6.00 Qu= Qe= Areq= A= 748 1875 1.6 4.0 4527 107100 519 12750 49.00 3348 78094 92438 52063 52063 7640 127575 LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN -LB IN -LB IN IN2 IN2 IN2 IN2 IN IN Footing Design f 2003 International Residential Code (97 NDS)) Ver: 6.00.62 By: . , Area Home Planners on: 0424 -2007: 11:06:28 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 24x24x10 typ spread ftg Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars © 8.00 IN. O.C. ENV / (3) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing - Allow= V u1= v Bo= Vu2= vc2 -a= vc2 -b= vc2-c= vc2= 4800 LB 2318 LB 7118 LB 11405 LB 2000 PSF 2500 PSI 40000 PSI 3.00 IN 2.0 FT 2.0 FT 10.00 IN 6.25 IN (Wood) 4.00 IN 4.00 IN 1780 PSF 1875 PSF 3.8 SF 4.0 SF 11405 LB 47600 LB 2732 LB 12750 LB 41.00 IN 9325 LB 65344 LB 88188 LB 43563 LB 43563 LB Mu= 34216 IN -LB Mn= 127575 IN -LB a= 0.46 IN As(1)= 0.15 IN2 As(2)= 0.48 IN2 As -reqd= 0.48 IN2 #4 Bars © 8.00 IN. O.C. ENV / (3) Min. As= 0.59 IN2 Ld= 15.00 IN Ld -sup= 9.00 IN Footing Design( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:06:47 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 30x30x10 fig © garage / family br'g wall Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. EM / (4) min. . Footing Loads: Live Load: PL= 4503 LB Dead Load: PD= 5637 LB Total Load: PT= 10140 LB Ultimate Factored Load: Pu= 15547 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 8.00 IN Column Depth: n= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1622 PSF Effective Allowable Soil Bearing Pressure: Qe= 1875 PSF Required Footing Area: Areq= 5.41 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 15547 LB Allowable Bearing: Bearing - Allow= 190400 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 2462 LB Allowable Beam Shear: vc1= 15938 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 12039 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 90844 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 96688 LB Allowable Punching Shear (ACI 11 -37): vc2-c= 60563 LB Controlling Allowable Punching Shear: vc2= 60563 LB Bending Calculations: Factored Moment: Mu= 31353 IN -LB Nominal Moment Strength: Mn= 169665 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0.14 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI - 10.5.4): As(2)= 0.60 IN2 Controlling Reinforcing Steel: As -reqd= 0.60 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. EM / (4) Min. Reinforcement Area Provided: As 0.79 1N2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 8.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design( 2003 International Residential Code (97 NDS) 1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:06:47 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 30X30X12 FTG © FAMILY / STAIRS PT LD Summary: Footing Size: 2.5 FT x 2.5 FT x 12.00 IN Reinforcement: #4 Bars © 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 4710 LB Dead Load: PD= 3026 LB Total Load: PT= 7736 LB Ultimate Factored Load: Pu= 12243 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1238 PSF Effective Allowable Soil Bearing Pressure: Qe= 1850 PSF Required Footing Area: Areq= 4.18 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 12243 LB Allowable Bearing: Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 2755 LB Allowable Beam Shear: vc1= 21038 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 49.00 IN Punching Shear. Vu2= 10202 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 103084 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 150068 LB Allowable Punching Shear (ACI 11 -37): vc2-c= 68723 LB Controlling Allowable Punching Shear: vc2= 68723 LB Bending Calculations: Factored Moment: Mu= 45913 IN -LB Nominal Moment Strength: Mn= 226185 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0 Ill Minimum Code Required Reinforcement (Shrinkage/Temperature ACI - 10.5.4): As(2)= 0.72 IN2 Controlling Reinforcing Steel: As -reqd= 0.72 IN2 Selected Reinforcement: #4 Bars © 7.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 12.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:07:12 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 36X36X12 FTG @ DINING / LIVING Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c Footing Size: Width: w= Length: L= Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Q Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: A= Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear. Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Bearing= Bearing - Allow= Bo= Vu2= vc2 -a= vc2-b= vc2-c= vc2= 7986 LB 4177 LB 12163 LB 19424 LB 2000 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 12.00 IN 8.25 IN 1351 PSF 1850 PSF 6.57 SF 9.0 SF 19424 LB 47600 LB Vu1= 5261 LB vc1= 25245 LB 49.00 IN 17175 LB 103084 LB 150068 LB 68723 LB 68723 LB Mu= 87408 IN -LB Mn= 282369 IN -LB a= 0.51 IN As(1)= 0.30 IN2 As(2)= 0.86 1N2 As -reqd= 0.86 IN2 #4 Bars @ 7.00 IN. O.C. ENV / (5) Min. As= 0.98 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN Footing Design 1 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:07:12 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 36X36X12 FTG @ FOYER / LIBRARY Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV / (5) min. Footing Loads: Live Load: PL= 6560 LB Dead Load: PD= 3836 LB Total Load: PT= 10396 LB Ultimate Factored Load: Pu= 16522 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1155 PSF Effective Allowable Soil Bearing Pressure: Qe= 1850 PSF Required Footing Area: Areq= 5.62 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 16522 LB Allowable Bearing: Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 4475 LB Allowable Beam Shear: vc1= 25245 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 49.00 IN Punching Shear: Vu2= 14609 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 103084 LB Allowable Punching Shear (ACI 11 -36): vc2-b= 150068 LB Allowable Punching Shear (ACI 11 -37): vc2-c= 68723 LB Controlling Allowable Punching Shear: vc2= 68723 LB Bending Calculations: Factored Moment: Mu= 74351 IN -LB Nominal Moment Strength: Mn= 282369 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 IN Steel Required Based on Moment: As(1)= 0.25 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI - 10.5.4): As(2)= 0.86 IN2 Controlling Reinforcing Steel: As -read= 0.86 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV / (5) Min. Reinforcement Area Provided: As 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 15.00 IN Footing Design f 2003 International Residential Code By: . , Area Home Planners on: 04-24 -2007 Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 36x36x12 fig @ garage Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. ENV / (5) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: (97 NDS)1 Ver: 6.00.62 : 11:07:33 AM PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= Mu= Mn= 4903 6870 11773 17953 2000 2500 40000 3.00 3.0 3.0 12.00 8.25 Ld= 15.00 Ld -sup= 15.00 (Wood) 6.00 IN 6.00 IN LB LB LB LB PSF PSI PSI IN FT FT IN IN 1308 PSF 1850 PSF 6.36 SF 9.0 SF Bearing= 17953 LB Bearing - Allow= 107100 LB 4862 LB 25245 LB 57.00 IN 15140 LB 119914 LB 155678 LB 79943 LB 79943 LB 80789 IN -LB 282369 IN -LB a= 0.51 As(1)= 0.27 As(2)= 0.86 As -reqd= 0.86 #4 Bars @ 7.00 IN. O.C. E/W / (5) Min. As= 0.98 IN2 IN I N2 IN2 IN2 IN IN Footing Design!' 2003 International Residential Code (97 NDS) 1 Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:07:34 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 36X36X12 FTG @ KITCHEN Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars © 7.00 IN. O.C. ENV / (5) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: P Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: W Length: L Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: m = Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Q Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: A= Baseplate Bearing: - Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= Allowable Beam Shear: vc1= Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: #4 Bars @ 7 Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: 7564 LB 3553 LB 11117 LB 17833 LB 2000 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 12.00 IN 8.25 IN (Other) 4.00 IN 4.00 IN 1235 PSF 1850 PSF • 6.01 SF 9.0 SF Bearing= 17833 LB Bearing - Allow= 47600 LB Bo= Vu2= vc2 -a= vc2 -b= vc2-c= vc2= 4830 LB 25245 LB 49.00 IN 15768 LB 103084 LB 150068 LB 68723 LB 68723 LB Mu= 80249 IN -LB Mn= 282369 IN -LB a= 0.51 IN As(1)= 0.27 IN2 As(2)= 0.86 IN2 As -reqd= 0.86 IN2 .00 IN. O.C. E/W / (5) Min. As 0.98 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN Footing Design' 2003 International Residential Code (97 NDS)1 Ver. 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:08:12 AM Protect: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 36X36X12 FTG @ REAR BALCONY Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars © 7.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: W= Length: L= Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Bearing= 19928 LB Allowable Bearing: Bearing - Allow= 107100 LB Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: 57.00 IN Punching Shear: 16805 LB Allowable Punching Shear (ACI 11 -35): 119914 LB Allowable Punching Shear (ACI 11 -36): 155678 LB Allowable Punching Shear (ACI 11 -37): 79943 LB Controlling Allowable Punching Shear: 79943 LB Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: #4 Bars © 7 Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: m= n= Qu= Qe= Areq= A= Bo= Vu2= vc2 -a= vc2 -b= vc2-c= vc2= Mu= Mn= 7224 LB 5462 LB 12686 LB 19928 LB 2000 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 12.00 IN 8.25 IN (Wood) 6.00 IN 6.00 IN 1410 PSF 1850 PSF 6.86 SF 9.0 SF Vu1= 5397 LB vc1= 25245 LB 89674 IN -LB 282369 IN -LB a= 0.51 IN As(1)= 0.30 IN2 As(2)= 0.86 IN2 As -reqd= 0.86 IN2 .00 IN. O.C. E/W / (5) Min. As= 0.98 1N2 Ld= 15.00 IN Ld -sup= 15.00 IN Footing Design f 2003 International Residential Code (97 NDS)1 Ver. 6.00.62 By:. , Area Home Planners on: 0424 -2007: 11:08:12 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 42X42X12 FTG @ LIVING RM PERIM FDN Summary: Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. EM/ / (6) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT Ultimate Factored Load: P Footing Properties: Allowable Soil Bearing Pressure: Q Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c = Footing Size: Width: W Length: L Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter. Punching Shear. Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment Minimum Code Required Reinforcement ( Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: m= n= Qu= Qe= Areq= A= Bearing= Bearing - Allow= V v Bo= Vu2= vc2 -a= vc2 -b= vc2-c= vc2= 7766 LB 11211 LB 18977 LB 28898 LB 2000 PSF 2500 PSI 40000 PSI 3.00 IN 3.5 FT 3.5 FT 12.00 IN 8.25 IN (Concrete) 6.00 IN 6.00 IN 1549 1850 10.26 12.25 Ld= 15.00 IN Ld -sup= 15.00 IN PSF PSF SF SF 28898 LB 107100 LB 6708 LB 29453 LB 57.00 IN 25571 LB 119914 LB 155678 LB 79943 LB 79943 LB Mu= 111462 IN -LB Mn= 338532 IN -LB a= 0.53 As(1)= 0.38 Shrinkage/Temperature ACI - 10.5.4): As(2)= 1.01 As -reqd= 1.01 #4 Bars @ 7.00 IN. O.C. E/W / (6) Min. As= 1.18 IN2 IN IN2 IN2 IN2 Uniformly Loaded Floor Beam] 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:08:34 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 12' upper flr bm abv dining / family Summary: 5.25 IN x 11.875 IN x 12.5 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 46.3% Controlling Factor: Section Modulus / Depth Required 10.16 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcj,erp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 6.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 84.32 S= 123.39 . Area (Shear): Areq= 29.04 A= 62.34 Moment of Inertia (Deflection): lreq= 458.93 I= 732.62 0.14 IN 0.25 IN = U588 0.39 IN = U383 4250 LB 2278 LB 6528 LB 1.66 IN 12.5 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 17.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 680 PLF 19 PLF 364 PLF 1044 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 2903 PSI 290 PSI 20400 FT -LB 5614 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:08:34 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 15' upper flr bm abv foyer Summary: 5.25 IN x 11.875 IN x 14.5 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 76.7% Controlling Factor. Moment of Inertia / Depth Required 9.82 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: 1W2= Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: w D= Total Maximum Load: wT= Properties For. 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fcperp= 750 Adjusted Properties Fb' (Tension): Fb'= 2903 Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 290 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 7.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 65.66 S= 123.39 Area (Shear): Areq= 19.95 Moment of Inertia (Deflection): keg= 414.57 I= 732.62 0.17 IN 0.24 IN = U712 0.41 IN = U424 2610 LB 1772 LB 4382 LB 1.11 IN 14.5 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 9.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 360 PLF 19 PLF 244 PLF 604 PLF PSI PSI PSI PSI PSI PSI 15887 FT -LB 3857 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:09:21 AM • Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 15' upper flr bm abv kitchen Summary: 5.25 IN x 11.875 IN x 14.33 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 67.8% Controlling Factor. Moment of Inertia / Depth Required 9.99 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TVV2 Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW Beam Total Dead Load: w D = Total Maximum Load: wT= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fc_perp= 750 Adjusted Properties Fb' (Tension): Fb'= 2903 Adjustment Factors: Cd =1.00 Cf=1.00 Fv': Fv'= 290 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 7.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 69.97 S= 123.39 Area (Shear): Areq= 21.51 Moment of Inertia (Deflection): Ireq= 436.57 I= 732.62 0.17 IN 0.26 IN = L/664 0.43 IN = U403 2866 LB 1859 LB 4725 LB 1.20 I N 14.33 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 10.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 400 PLF 19 PLF 259 PLF 659 PLF PSI PSI PSI PSI PSI PSI 16928 FT -LB 4158 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam!' 2003 International Residential Code (97 NDS) ) Ver: 6.00.62 By: . , Area Home Planners on: 0424-2007: 11:09:21 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' fdn flr bm @ dining / family Summary: 3.5 IN x 11.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 70.2% Controlling Factor: Area / Depth Required 7.59 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: 1W2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW Beam Total Dead Load: w D = Total Maximum Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 33.60 S= 73.83 Area (Shear): Areq= 23.13 A= 39.38 Moment of Inertia (Deflection): Ireq= 21.18 I= 415.28 0.00 IN 0.01 IN =U7058 0.01 IN = U4800 2264 LB 1065 LB 3329 LB 1.52 IN 3.33 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 17.0 FT 40.0 PSF 15.0 PSF 17.0 FT 1.00 120 PLF 1360 PLF 10 PLF 640 PLF 2000 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI PSI PSI 2772 FT -LB 1465 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:10:03 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' hdr fir bm @ librabry Summary: . 3.5 IN x 7.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 253.9% Controlling Factor: Area / Depth Required 3.22 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: w D= Total Maximum Load: wT= Properties For #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: FcJ)erp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 6.06 S= 30.66 Area (Shear): Areq= 7.17 A= 25.38 Moment of Inertia (Deflection): Ireq= 4.43 1= 111.15 0.00 IN 0.00 IN = U10704 0.01 IN = U6028 400 LB 310 LB 710 LB 0.32 IN 3.33 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 6.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 240 PLF 6 PLF 186 PLF 426 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1170 PSI 95 PSI 591 FT -LB 454 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:10:04 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' hdr flr bm @ living Summary: 3.5 IN x 7.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 143.8% Controlling Factor: Area / Depth Required 3.88 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW Beam Total Dead Load: w D = Total Maximum Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 8.80 S= 30.66 Area (Shear): Areq= 10.41 A= 25.38 Moment of Inertia (Deflection): Ireq= 6.42 I= 111.15 0.00 IN 0.01 IN = U6760 0.01 IN = U4152 633 LB 397 LB 1030 LB 0.47 IN 3.33 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 9.5 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 380 PLF 6 PLF 239 PLF 619 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1170 PSI 95 PSI 858 FT -LB 659 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:10:31 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3.5' fdn flr bm @ kitchen / pantry Summary: 3.5 IN x 11.25 IN x 3.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 141.4% Controlling Factor: Area /Depth Required 6.25 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2 Tributary Width-Side Two: 1W2 Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Uve Load: wL= 800 Beam Self Weight BSW= 10 Beam Total Dead Load: wD= 430 Total Maximum Load: wT= 1230 Properties For #2- Douglas Fir -Larch Bending Stress: Fb= 900 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fcperp= 625 Adjusted Properties Fb' (Tension): Fb'= 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 1.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 22.82 S= 73.83 Area (Shear): Areq= 16.31 A= 39.38 Moment of Inertia (Deflection): keg= 14.82 I= 415.28 0.00 IN 0.00 IN = U10333 0.01 IN = U6723 1400 LB 752 LB 2152 LB 0.98 IN 3.5 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 20.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 120 PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 1883 FT -LB 1033 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04242007: 11:10:32 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3.5' FDN FLR BM @ STAIRS / FAMILY Summary: 3.5 IN x 11.25 IN x 3.67 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 131.4% Controlling Factor. Area / Depth Required 6.41 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width-Side Two: TYV2= Uve Load Duration Factor. Cd= Wall Load: WALL= Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: w D= Total Maximum Load: w T= Properties For. #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 1.835 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 23.97 S= 73.83 Area (Shear): Areq= 17.02 A= 39.38 Moment of Inertia (Deflection): Ireq= 16.33 1= 415.28 0.00 IN 0.00 IN = U9435 0.01 IN = U6105 1395 LB 761 LB 2155 LB 0.99 IN 3.67 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 19.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 120 PLF 760 PLF 10 PLF 415 PLF 1175 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI PSI PSI 1978 FT -LB 1078 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ) Ver: 6.00.62 By:. , Area Home Planners on: 04-242007: 11:11:03 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4' bm @ deck landing Summary: 3.5 IN x 7.25 IN x 4.0 FT / #2 - Douglas Fir -Larch - Wet Use Section Adequate By: 9.3% Controlling Factor: Area / Depth Required 6.63 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.03 IN = L/1533 Total Load: TLD= 0.04 IN = L/1310 Reactions (Each End): Live Load: LL -Rxn= 1740 LB Dead Load: DL -Rxn= 297 LB Total Load: TL-Rxn= 2037 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.39 IN Beam Data: Span: L= 4.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 100.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 7.5 FT Floor Live Load -Side Two: LL2= 60.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width-Side Two: 1W2= 2.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 870 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 149 PLF Total Maximum Load: wT= 1019 PLF Properties For #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fcjerp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 994 PSI Adjustment Factors: Cd =1.00 Cm =0.85 Cf =1.30 Fv': Fv'= 92 PSI Adjustment Factors: Cd =1.00 Cm =0.97 E': E'= 1440000 PSI Fc' perp= 419 PSI Adjustment Factors: Cm =0.90 Fc' .perp: Adjustment Factors: Cm =0.67 Design Requirements: Controlling Moment: 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= 2037 FT -LB V= 1426 LB Sreq= 24.58 S= 30.66 Areq= 23.21 A= 25.38 Ireq= 26.10 I= 111.15 N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beamf 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:11:03 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4' fdn fir bm @ dining / family Summary: 3.5 IN x 11.25 IN x 4.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 86.5% Controlling Factor: Area / Depth Required 7.2 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: 1VV1 Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= 680 Beam Self Weight: BSW= 10 Beam Total Dead Load: wD= 385 Total Maximum Load: wT= 1065 Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 2.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 30.24 S= 73.83 Area (Shear): Areq= 21.11 A= 39.38 Moment of Inertia (Deflection): 'req.= 24.30 I= 415.28 0.00 IN 0.01 IN = U6420 0.01 IN = U4101 1472 LB 833 LB 2305 LB 1.05 IN 4.33 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 17.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 120 PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 2495 FT -LB 1337 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:11:23 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4' fdn flr bm @ library Summary: 3.5 IN x 11.25 IN x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 29.8% Controlling Factor: Area / Depth Required 8.67 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: • DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: 1W2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= 1200 Beam Self Weight: BSW= 10 Beam Total Dead Load: wD= 580 Total Maximum Load: wT= 1780 Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fcperp= 625 Adjusted Properties Fb' (Tension): Fb'= 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 43.14 = 73.83 Area (Shear): AreS q= 30.35 A= 39.38 Moment of Inertia (Deflection): Ireq= 32.39 I= 415.28 0.01 IN 0.01 IN = U4615 0.02 IN = U3112 2400 LB 1159 LB 3559 LB 1.63 IN 4.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 30.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 120 PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 3559 FT -LB 1922 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:11:24 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4' fdn fir bm @ stairs Summary: 3.5 IN x 11.25 IN x 4.16 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 118.0% Controlling Factor: Area / Depth Required 6.64 In Deflections: Dead Load: DLD= 0.00 Live Load: LLD= 0.01 Total Load: TLD= 0.01 Reactions (Each End): Uve Load: LL -Rxn= 1290 Dead Load: DL -Rxn= 753 Total Load: TL -Rxn= 2043 Bearing Length Required (Beam only, support capacity not checked): BL= 0.93 Beam Data: Span: Unbraced Length -Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Tributary Width -Side One: Floor Uve Load -Side Two: Floor Dead Load -Side Two: Tributary Width -Side Two: Uve Load Duration Factor: Wall Load: Beam Loading: Beam Total Uve Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 2.08 ft from left support Critical moment created by combining Controlling Shear: At a distance d from support. Critical shear created by combining all Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): all dead and live loads. dead and live loads. Fb= Fv= E= Fc_perp= Fb'= L= 4.16 Lu= 0.0 L/ 360 L/ 240 LL1= 40.0 PSF DL1= 15.0 PSF TW1= 15.5 FT LL2= 40.0 PSF DL2= 15.0 PSF TW2= 0.0 FT Cd= 1.00 WALL= 120 PLF wL= 620 PLF BSW= 10 PLF wD= 362 PLF wT= 982 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 990 PSI Fv'= 95 PSI M= 2124 FT -LB V= 1144 LB Sreq= 25.75 N3 S= 73.83 N3 Areq= 18.06 N2 A= 39.38 N2 Ireq= 19.88 N4 I= 415.28 N4 IN IN =U7941 IN = L/5013 LB LB LB IN FT FT Uniformly Loaded Floor BeamF 2003 International Residential Code (97 NDS) } Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:12:19 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4' upper flr bm abv stairs Summary: 5.25 IN x 11.875 IN x 4.0 FT / 2.0E Parailam - Trus Joist - MacMillan Section Adequate By: 988.7% Controlling Factor: Area / Depth Required 3.35 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: 1VV1= Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: 1VV2 Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW Beam Total Dead Load: w D = Total Maximum Load: wT= Properties For 2.0E Parailam- Trus Joist - MacMillan Bending Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fc _perp= 750 Adjusted Properties Fb' (Tension): Fb'= 2903 Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 290 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 8.80 S= 123.39 Area (Shear): Areq= 5.73 A= 62.34 Moment of Inertia (Deflection): Ireq= 16.41 I= 732.62 0.00 IN 0.00 IN = L/16069 0.00 IN = L/11473 1520 LB 609 LB 2129 LB 0.54 IN 4.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 9.0 FT 100.0 PSF 15.0 PSF 4.0 FT 1.00 90 PLF 760 PLF 19 PLF 304 PLF 1064 PLF PSI PSI PSI PSI PSI PSI 2129 FT -LB 1107 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam] 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:12:19 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4.5' fdn flr bm © kitchen Summary: 3.5 IN x 11.25 IN x 4.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 230.1% Controlling Factor: Area / Depth Required 5.43 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: 1VV1 Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= , Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW Beam Total Dead Load: w D = Total Maximum Load: wT= Properties For #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb• 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: • Section Modulus (Moment): Sreq= 17.17 S= 73.83 Area (Shear): 0 Area= 11.93 A= 39.38 Moment of Inertia (Deflection): Ireq= 15.37 I= 415.28 0.00 I N 0.01 IN = U9724 0.01 IN = U6951 900 LB 359 LB 1259 LB 0.58 IN 4.5 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 10.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 0 PLF 400 PLF 10 PLF 160 PLF 560 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI PSI PSI 1416 FT -LB 755 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver. 6.00.62 By:. , Area Home Planners on: 0424 -2007: 11:12:42 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 5' fdn fir bm @ living / foyer Summary: 3.5 IN x 11.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 58.7% Controlling Factor: Area / Depth Required 7.99 In Deflections: Dead Load: DLD= 0.01 Live Load: LLD= 0.01 Total Load: TLD= 0.02 Reactions (Each End): Uve Load: LL -Rxn= 1550 Dead Load: DL -Rxn= 905 Total Load: TL -Rxn= 2455 Bearing Length Required (Beam only, support capacity not checked): BL= 1.12 Beam Data: Span: L= 5.0 Unbraced Length -Top of Beam: Lu= 0.0 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Uve Load -Side One: LL1= 40.0 Floor Dead Load -Side One: DL1= 15.0 Tributary Width -Side One: TW1= 15.5 Floor Live Load -Side Two: LL2= 40.0 Floor Dead Load -Side Two: DL2= 15.0 Tributary Width -Side Two: TW2= 0.0 Uve Load Duration Factor: Cd= 1.00 Wall Load: WALL= 120 Beam Loading: Beam Total Uve Load: wL= 620 Beam Self Weight: BSW= 10 Beam Total Dead Load: wD= 362 Total Maximum Load: wT= 982 Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc perp= 625 Adjusted Properties Fb' (Tension): Fb'= 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 37.20 Area (Shear): S= 73.83 Areq= 24.81 Moment of Inertia (Deflection): q = 39.38 Ireq= 34.52 1= 415.28 3069 FT -LB 1571 LB IN IN = L/4573 IN = L/2887 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:12:42 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 5' fdn fir m @ Indry Summary: 3.5 IN x 11.25 IN x 5.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 79.6% Controlling Factor: Area / Depth Required 7.63 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: Li Floor Loading: Floor Uve Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Uve Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: 1VV2 Uve Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW Beam Total Dead Load: w D = Total Maximum Load: wT= Properties For #2- Douglas Fir -Larch Bending Stress: Fb= 900 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fcjerp= 625 Adjusted Properties Fb' (Tension): Fb'= 990 Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 2.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 33.99 S= 73.83 Area (Shear): Areq= 21.93 A= 39.38 Moment of Inertia (Deflection): Ireq= 33.62 I= 415.28 0.01 IN 0.01 IN = U4877 0.02 IN = U2965 1279 LB 825 LB 2104 LB 0.96 IN 5.33 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 12.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 120 PLF 480 PLF 10 PLF 310 PLF 790 PLF PSI PSI PSI PSI PSI PSI 2804 FT -LB 1389 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:13:03 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' hdr flr bm @ dining Summary: 3.5 IN x 11.25 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 69.1% Controlling Factor: Area / Depth Required 8.21 In Deflections: Dead Load: DLD= 0.01 IN Uve Load: LLD= 0.03 IN = U2911 Total Load: TLD= 0.04 IN = L/2160 Reactions (Each End): Uve Load: LL -Rxn= 1519 LB Dead Load: DL -Rxn= 529 LB Total Load: TL -Rxn= 2048 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.94 IN Beam Data: Span: L= 6.33 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Uve Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Uve Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: 1W1= 7.5 FT Floor Uve Load -Side Two: LL2= 60.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Uve Load: wL= 480 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 167 PLF Total Maximum Load: wT= 647 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95, PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 990 PSI Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3241 FT -LB 3.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1475 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 39.28 IN3 S= 73.83 IN3 Area (Shear): Areq= 23.28 IN2 A= 39.38 IN2 Moment of Inertia (Deflection): Ireq= 51.35 IN4 I= 415.28 IN4 Uniformly Loaded Floor Beam[ 2003 International Residential Code (97 NDS) ] Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:13:03 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 8' upper fir bm abv family / living Summary: 5.25 IN x 11.875 IN x 8.33 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 421.9% Controlling Factor: Section Modulus / Depth Required 5.81 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Unbraced Length -Top of Beam: Lu= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Uve Load -Side One: LL1= 40.0 Floor Dead Load -Side One: DL1= 15.0 Tributary Width -Side One: TW 1= 10.0 Floor Live Load -Side Two: LL2= 40.0 Floor Dead Load -Side Two: DL2= 15.0 Tributary Width -Side Two: 1W2= 0.0 Uve Load Duration Factor: Cd= 1.00 Wall Load: WALL= 90 Beam Loading: Beam Total Live Load: wL= 400 Beam Self Weight: BSW= 19 Beam Total Dead Load: wD= 259 Total Maximum Load: wT= 659 Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fcj,erp= 750 Adjusted Properties Fb' (Tension): Fb'= 2903 Adjustment Factors: Cd =1.00 Cf=1.00 Fv': Fv'= 290 Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 4.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 23.64 S= 123.39 Area (Shear): Areq= 11.08 A= 62.34 Moment of Inertia (Deflection): Ireq= 85.75 I= 732.62 0.02 IN 0.03 IN = U3381 0.05 IN = U2050 1666 LB 1081 LB 2747 LB 0.70 IN 8.33 FT 0.0 FT 360 240 PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 5720 FT -LB 2142 LB N3 N3 N2 N2 N4 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Vey: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:13:22 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 11.5' roof bm @ entry Summary: 5.5 IN x 9.5 IN x 11.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 25.9% Controlling Factor: Section Modulus / Depth Required 8.47 In Deflections: Dead Load: DLD= Uve Load: LLD= • Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: 1W1 Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2 Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 5.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= I= 0.16 IN 0.10 IN = U1433 0.26 IN = U537 719 LB 1198 LB 1917 LB 0.56 IN 11.5 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 5.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 13 PLF 11.5 FT 125 PLF 208 PLF 333 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1006 PSI 98 PSI 5511 FT -LB 1687 LB 65.72 82.73 25.88 52.25 131.60 392.96 N3 N3 N2 N2 N4 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04-242007: 11:13:22 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 12' roof bm @ entry Summary: 5.5 IN x 9.5 IN x 12.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 43.2% Controlling Factor: Section Modulus / Depth Required 7.94 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.15 IN 0.09 IN = U1577 0.25 IN = U586 600 LB 1015 LB 1615 LB 0.47 IN 12.0 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 4.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 13 PLF 12.0 FT 100 PLF 169 PLF 269 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1006 PSI 98 PSI 4846 FT -LB 1422 LB 57.79 N3 82.73 N3 21.81 N2 52.25 N2 120.76 N4 392.96 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04-242007: 11:13:46 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 16' garage dr hdr Summary: 3.5 IN x 11.25 IN x 16.33 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 54.8% Controlling Factor: Moment of Inertia / Depth Required 9.72 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load:. LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TVV2 Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.01 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 8.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= I= 0.44 IN 0.26 IN = L/740 0.70 IN = U279 1123 LB 1858 LB 2980 LB 1.14 IN 16.33 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 5.5 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 12 PLF 16.33 FT 138 PLF 228 PLF 365 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 3359 PSI 334 PSI 12168 FT -LB 2682 LB 43.47 N3 73.83 N3 12.06 N2 39.38 N2 268.20 N4 415.28 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04 -24 -2007: 11:13:46 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 22.5' hip mstr @ garage Summary: 5.5 IN x 15.5 IN x 22.5 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 28.2% Controlling Factor: Section Modulus / Depth Required 13.69 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TVV1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: 1VV2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For #1- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf=0.97 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 11.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 171.79 S= 220.23 Area (Shear): Areq= 53.04 A= 85.25 Moment of Inertia (Deflection): Ireq= 820.10 I= 1706.78 0.46 IN 0.26 IN = U1023 0.72 IN = U375 1406 LB 2434 LB 3840 LB 1.12 IN 22.5 FT 0.0 FT 6 : 12 240 180 25.0 PSF 35.0 PSF 5.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 21 PLF 22.5 FT 125 PLF 216 PLF 341 PLF 1350 PSI 85 PSI 1600000 PSI 625 PSI 1509 PSI 98 PSI 21603 FT -LB 3456 LB N3 N3 N2 N2 N4 N4 Roof Beam( 2003 International Residential Code (97 NDS) 1 Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:14:28 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 26' hip mstr abv mstr bath Summary: 5.5 IN x 15.5 IN x 26.0 FT / Select Structural - Douglas Fir -Larch - Dry Use Section Adequate By: 13.8% Controlling Factor. Section Modulus / Depth Required 14.53 In Deflections: Dead Load: DLD= 0.81 IN Live Load: LLD= 0.47 IN = U663 Total Load: TLD= 1.29 IN = U243 Reactions (Each End): Live Load: LL -Rxn= 1625 LB Dead Load: DL -Rxn= 2813 LB Total Load: TL -Rxn= 4438 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.29 IN Beam Data: Span: L= 26.0 FT Maximum Unbraced Span: Pitch Of Roof: Uve Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Uve Load -Side One: Roof Dead Load -Side One: Tributary Width -Side One: Roof Uve Load -Side Two: Roof Dead Load -Side Two: Tributary Width -Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Uve Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: Select Structural- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 Cf =0.97 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 13.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Lu= 0.0 FT RP= 6 : 12 L/ 240 U 180 LL1= 25.0 PSF DL1= 35.0 PSF TW1= 5.0 FT LL2= 25.0 PSF DL2= 35.0 PSF TW2= 0.0 FT Cd= 1.15 BSW= 21 PLF Ladj= 26.0 FT wL= 125 PLF wD adj= 216 PLF wT= 341 PLF Fb= 1600 PSI Fv= 85 PSI E= 1600000 PSI Fc perp= 625 PSI Fb'= 1788 PSI Sreq =, 193.55 S= 220.23 Areq= 62.65 A= 85.25 Ireq= 1265.43 I= 1706.78 Fv'= 98 PSI M= 28846 FT -LB V= 4083 LB N3 N3 N2 N2 N4 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 0424-2007: 11:14:28 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' hdr roof bm © mstr bed rm Summary: 3.5 IN x 7.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 34.6% Controlling Factor: Area / Depth Required 5.39 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: 1VV2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= • Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.01 IN 0.01 IN = U5138 0.02 IN = U1993 833 LB 1313 LB 2146 LB 0.98 IN 3.33 FT 0.0 FT 6 : 12 240 180 25.0 PSF 35.0 PSF 20.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 3.33 FT 500 PLF 789 PLF 1289 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1786 FT -LB 1373 LB 15.93 N3 30.66 N3 18.86 N2 25.38 N2 10.04 N4 111.15 N4 Roof Beam( 2003 International Residential Code (97 NDS) 1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:14:49 AM Protect: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' hdr roof bm @ rear hall way Summary: 3.5 IN x 7.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 34.6% Controlling Factor: Area / Depth Required 5.39 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TYV1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcaerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.01 IN 0.01 IN = U5138 0.02 IN = U1993 833 LB 1313 LB 2146 LB 0.98 IN 3.33 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 20.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 3.33 FT 500 PLF 789 PLF 1289 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1786 FT -LB 1373 LB 15.93 30.66 18.86 25.38 10.04 111.15 N3 N3 N2 N2 N4 N4 Roof Beam[ 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:14:50 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' hdr roof bm © right bed rm Summary: 3.5 IN x 7.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 49.4% Controlling Factor: Area / Depth Required 4.96 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: 1VV1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: 1VV2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir - Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.01 IN 0.01 IN =U5709 0.02 IN = U2214 749 LB 1183 LB 1932 LB 0.88 IN 3.33 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 18.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 3.33 FT 450 PLF 711 PLF 1161 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1609 FT -LB 1237 LB 14.35 30.66 16.98 25.38 9.04 111.15 N3 N3 N2 N2 N4 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04- 242007: 11:15:11 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 30' hip mstr abv front bed rms Summary: 5.25 IN x 16.0 IN x 30.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 13.4% Controlling Factor: Moment of Inertia / Depth Required 15.34 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): • Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1 Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =0.97 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 15.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 144.99 Area (Shear): S= 224.00 Areq= 21.53 Moment of Inertia (Deflection): A= 84.00 ( ) Ireq= 1580.34 I= 1792.00 1.13 IN 0.64 IN = U566 1.76 IN = U204 1875 LB 3329 LB 5204 LB 1.32 IN 30.0 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 5.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 26 PLF 30.0 FT 125 PLF 222 PLF 347 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 3230 PSI 334 PSI 39027 FT -LB 4787 LB N3 N3 N2 N2 N4 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:15:11 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 34' hip mstr abv rear left bed rm Summary: 7.0 IN x 18.0 IN x 34.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 42.5% Controlling Factor. Moment of Inertia / Depth Required 16.0 In Deflections: • Dead Load: DLD= 1.04 IN Live Load: LLD= 0.55 IN = U739 Total Load: TLD= 1.59 IN = L/256 Reactions (Each End): Live Load: LL -Rxn= 2125 LB Dead Load: DL -Rxn= 3996 LB Total Load: TL -Rxn= 6121 LB BL= 1.17 IN Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Uve Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Uve Load -Side One: Roof Dead Load -Side One: Tributary Width -Side One: Roof Uve Load -Side Two: Roof Dead Load -Side Two: Tributary Width -Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Uve Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 Cf =0.96 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 17.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: At "a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): L= 34.0 FT Lu= 0.0 FT RP= 6 :12 U 240 L/ 180 LL1= 25.0 PSF DL1= 35.0 PSF TW1= 5.0 FT LL2= 25.0 PSF DL2= 35.0 PSF TW2= 0.0 FT Cd= 1.15 BSW= 39 PLF Ladj= 34.0 FT wL= 125 PLF wD_adj= 235 PLF wT= 360 PLF Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fc_perp= 750 PSI Fb'= 3188 PSI Fv'= 334 PSI M= 52024 FT -LB V= 5631 LB Sreq= 195.82 S= 378.00 Areq= 25.33 A= 126.00 Ireq= 2387.54 I= 3402.00 N3 N3 N2 N2 N4 N4 Roof Beam' 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:15:50 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4' hdr roof bm @ garage Summary: 3.5 IN x 7.25 IN x 4.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 136.8% Controlling Factor: Area / Depth Required 4.18 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: 1VV1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: 1VV2 Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: L Beam Uniform Uve Load: wL_ Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 2.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): A re= A= Moment of Inertia (Deflection): Ireq= 1= 0.01 IN 0.01 IN = U6232 0.02 IN = U2399 406 LB 649 LB 1055 LB 0.48 IN 4.33 FT 0.0 FT 6 :12 240 180 . 25.0 PSF 35.0 PSF 7.5 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 4.33 FT 188 PLF 300 PLF 487 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1142 FT -LB 780 LB 10.18 N3 30.66 N3 10.72 N2 25.38 N2 8.34 N4 111.15 N4 Roof Beam' 2003 International Residential Code (97 NDS)1 Ver. 6.00.62 By:. , Area Home Planners on: 04 -24 -2007: 11:15:50 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 5.5' roof bm © cov balcony Summary: 3.5 IN x 7.25 IN x 5.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 185.0% Controlling Factor: Area / Depth Required 4.13 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.75 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.02 IN 0.01 IN = U5068 0.03 IN = U1934 309 LB 501 LB 811 LB 0.37 IN 5.5 FT 0.0 FT 6 : 12 240 180 25.0 PSF 35.0 PSF 4.5 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 5.5 FT 113 PLF 182 PLF 295 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1115 FT -LB 648 LB 9.94 N3 30.66 N3 8.90 N2 25.38 N2 10.34. N4 111.15 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 0424 -2007: 11:16:15 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 5.5' roof bm @ front side devotional rm Summary: 5.5 IN x 13.5 IN x 5.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 189.7% Controlling Factor: Area / Depth Required 7.1 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv =. Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =0.99 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.75 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: • Section Modulus (Moment): Sreq= 46.24 Area (Shear): S= 167.06 Areq= 25.63 Moment of Inertia (Deflection): A= 74.25 Ireq= 43.71 I= 1127.67 0.01 IN 0.01 IN = U12129 0.01 IN = U4644 1066 LB 1718 LB 2783 LB 0.81 IN 5.5 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 15.5 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 18 PLF 5.5 FT 388 PLF 625 PLF 1012 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 993 PSI 98 PSI 3827 FT -LB 1670 LB N3 N3 N2 N2 N4 N4 • Roof Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:.. Area Home Planners on: 04 -24 -2007: 11:16:15 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 5.5' roof bm © rear side devotional rm Summary: 3.5 IN x 7.25 IN x 5.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 134.1% Controlling Factor: Area / Depth Required 4.55 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TWI Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2=. Tributary Width -Side Two: TW2 Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.75 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): = Areaq= A= Moment of Inertia (Deflection): Ireq= I= 0.03 IN 0.02 IN = U4147 0.04 IN = U1589 378 LB 609 LB 987 LB 0.45 IN 5.5 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 5.5 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 5.5 FT 138 PLF 221 PLF 359 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1357 FT -LB 790 LB 12.10 N3 30.66 N3 10.84 N2 25.38 N2 12.59 N4 111.15 N4 . Roof Beam( 2003 International Residential Code (97 NDS)1 Ver. 6.00.62 By: . , Area Home Planners on: 0424 -2007: 11:16:49 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' hdr roof bm @ workshop Summary: 3.5 IN x 7.25 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 91.3% Controlling Factor: Section Modulus / Depth Required 5.24 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum UnbrAced Span: Lu= Pitch Of Roof: RP= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width-Side One: TW1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.30 Fv': Fv•= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 3.165 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 435 LB 701 LB 1136 LB 0.52 IN 6.33 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 5.5 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 6.33 FT 138 PLF 221 PLF 359 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 1798 FT -LB 931 LB 16.03 30.66 12.79 25.38 19.20 111.15 0.04 IN 0.03 IN = U2720 0.07 IN = U1042 N3 N3 N2 N2 N4 N4 Roof Beam[ 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:16:50 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' hdr roof bm abv entry Summary: 5.5 IN x 11.25 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 64.9% Controlling Factor. Area / Depth Required 8.36 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: 1YV2 Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 3.165 ft from left support - Critical moment created by combining all dead and live loads. Controlling Shear. V At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 64.10 S= 116.02 Area (Shear): Areq= 37.53 A= 61.88 Moment of Inertia (Deflection): Ireq= 70.66 I= 652.59 0.03 IN 0.02 IN = L/4325 0.05 IN = U1662 1306 LB 2091 LB 3397 LB 0.99 IN 6.33 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 16.5 _ FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 15 PLF 6.33 FT 413 PLF 661 PLF 1073 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1006 PSI 98 PSI 5375 FT -LB 2446 LB N3 N3 N2 N2 N4 N4 Roof Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:17:08 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 7' roof bm @ left rear bed rm Summary: 3.5 IN x 7.25 IN x 7.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 56.4% Controlling Factor: Section Modulus / Depth Required 5.8 In Deflections: Dead Load: DLD= Uve Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: . DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width-Side One: 1W1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD adj= Total Uniform Load: wT= Properties For #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf=1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.07 IN 0.04 IN = U2011 0.11 IN = L/771 481 LB 775 LB 1256 LB 0.57 IN 19.60 30.66 14.49 25.38 25.96 111.15 7.0 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 5.5 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 6 PLF 7.0 FT 138 PLF 221 PLF 359 PLF 900 PSI 95 PSI 1600000 PSI 625 PSI 1346 PSI 109 PSI 2198 FT -LB 1055 LB N3 N3 N2 N2 N4 N4 Roof Beam f 2003 International Residential Code (97 NDS)1 Ver. 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:17:08 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 8' grider truss abv mstr sitting Summary: 5.5 IN x 11.5 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 14.9% Controlling Factor. Section Modulus / Depth Required 10.73 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Uve Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Uve Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Uve Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: 1VV2 Roof Duration Factor: Cd= Beam Self Weight: BSW Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Uve Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir - Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M 4.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 1700 LB 2722 LB 4422 LB 1.29 IN 105.48 121.23 52.93 63.25 146.94 697.07 0.07 IN 0.04 IN = U2221 0.11 IN = U854 8.0 FT 0.0 FT 6 :12 240 180 25.0 PSF 35.0 PSF 17.0 FT 25.0 PSF 35.0 PSF 0.0 FT 1.15 15 PLF 8.0 FT 425 PLF 681 PLF 1106 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1006 PSI 98 PSI 8845 FT -LB 3449 LB N3 N3 N2 N2 N4 N4 Roof Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:17:30 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 9' roof bm @ front bed rms Summary: 3.5 IN x 11.25 IN x 9.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 32.4% Controlling Factor: Section Modulus / Depth Required 9.78 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.04 IN = L/2431 Total Load: TLD= 0.12 IN = L/930 Reactions (Each End): Uve Load: LL -Rxn= 900 LB Dead Load: DL -Rxn= 1452 LB Total Load: TL -Rxn= 2352 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.08 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Uve Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Uve Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 35.0 PSF Tributary Width -Side One: TW1= 8.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 35.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 10 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.0 FT Beam Uniform Live Load: wL= 200 PLF Beam Uniform Dead Load: wD_adj= 323 PLF Total Uniform Load: wT= 523 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fcperp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1139 PSI Adjustment Factors: Cd =1.15 Cf =1.10 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 5292 FT -LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1881 LB At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 55.77 IN3 S= 73.83 IN3 Area (Shear): Areq= 25.83 IN2 A= 39.38 IN2 Moment of Inertia (Deflection): Ireq= 80.35 IN4 I= 415.28 IN4 Multi- Loaded Beam( 2003 Intemational Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:17:30 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 11' fir bm abv garage Summary: 5.25 IN x 11.875 IN x 10.5 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 36.2% Controlling Factor: Area / Depth Required 10.06 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Uve Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Uve Load: Left Dead Load: Riqht Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 7.035 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 - Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): L2= Lu2 -Top= Lu2 - Bottom= Cd= L/ U wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C-1 -2= TRL - Left -2 -2= TRD - Left-2 -2= TRL - Right -2 -2= TRD - Right -2 -2= A -2 -2= B - 2= C-2 -2= Fb= Fv= E= Fc perp= Fb'= Fv'= Sreq= S= Areq= A= Ireq= 1= 0.15 0.13 0.28 2876 3177 6054 1.54 4503 5637 10140 2.58 10.5 0.0 10.5 1.00 360 240 280 195 19 494 2333 3613 8.0 150 210 150 210 0.0 8.0 8.0 363 508 363 508 8.0 10.5 2.5 PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2903 PSI 290 PSI M= 21442 FT -LB 8850 LB 88.62 N3 123.39 N3 45.78 N2 62.34 N2 397.00 N4 732.62 N4 IN IN = U973 IN = L/443 LB LB LB IN LB LB LB IN FT FT FT Multi- Loaded Beam j 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:17:50 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 14' roof bm @ devotional rm Summary: 7.0 IN x 16.0 IN x14.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 31.6% Controlling Factor: Area / Depth Required 13.5 In Center Span Deflections: Dead Load: DLD- Center= Uve Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor. Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Uve Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =0.97 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 4.2 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Ar A= Moment of Inertia (Deflection): Ireq= I= L2= Lu2 -Top= Lu2 - Bottom= Cd= L/ U wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C-1 -2= TRL - Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B-2 -2= C-2 -2= Fb= Fv= E= Fc_perp= Fb'= Fv'= 0.22 IN 0.14 IN = U1210 0.36 IN = U471 6500 LB 10417 LB 16917 LB 3.22 IN 3985 LB 6117 LB 10102 LB 1.92 IN 35 35 5535 9114 3.0 138 193 138 193 0.0 3.0 3.0 413 578 413 578 3.0 14.0 11.0 2900 290 2000000 750 2809 290 M= 49777 FT -LB V= 16457 LB 212.67 298.67 85.12 112.00 1217.89 2389.33 14.0 FT 0.0 FT 14.0 FT 1.00 360 240 0 0 PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI N3 N3 N2 N2 N4 N4 Multi- Loaded Beam' 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:17:50 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 17' deck bm Summary: 5.25 IN x 14.0 IN x 18.0 FT (17 + 1) / 2.0E Parallam - Trus Joist - MacMillan . Section Adequate By: 50.8% Controlling Factor: Moment of Inertia / Depth Required 12.21 In Center Span Deflections: Dead Load: DLD - Center= Live Load: LLD - Center= Total Load: TLD- Center= Right Cantilever Deflections: Dead Load: DLD - Right= Live Load: LLD- Right= Total Load: TLD- Right= Center Span Left End Reactions (Support A): Uve Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Dead Load Uplift F.S.: FS= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Right Cantilever Length: L3= Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= Right Cantilever Unbraced Length -Bottom of Beam: Lu3 - Bottom= " Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect: Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT -2= Right Cantilever Loading: Uniform Load: Live Load: w L -3= Dead Load: wD-3= Beam Self Weight: BSW= Total Load: wT -3= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =0.98 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 8.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 65.85 Area (Shear): Areq= 1 16.86 A= 73.50 Moment of Inertia (Deflection): -Ireq= 795.83 I= 1200.50 0.10 IN 0.23 IN = U869 0.34 IN = U602 -0.02 IN -0.04 IN = 2U543 -0.06 IN = 2U377 2550 LB 1135 LB 3685 LB 0.94 IN 2859 LB 1277 LB 4135 LB 1.05 IN 1.5 17.0 FT 0.0 FT 17.0 FT 1.0 FT 0.0 FT 1.0 FT 1.00 360 240 300 PLF 111 PLF 23 PLF 434 PLF 300 PLF 111 PLF 23 PLF 434 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 2851 PSI 290 PSI 15644 FT -LB 3259 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 0424 -2007: 11:18:17 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 17' roof bm @ cov balcony Summary: 5.25 IN x 11.875 IN x 18.5 FT (17 + 1.5) / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 42.7% Controlling Factor: Moment of Inertia / Depth Required 10.55 In Center Span Deflections: Dead Load: DLD- Center= 0.23 IN Live Load: LLD - Center= 0.16 IN = L/1273 Total Load: TLD- Center= 0.39 IN = L/524 Right Cantilever Deflections: Dead Load: DLD- Right= -0.06 IN Live Load: LLD- Right= -0.05 IN = 2U795 Total Load: TLD- Right= -0.11 IN = 2L/342 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1063 LB Dead Load: DL- Rxn -A= 1596 LB Total Load: TL- Rxn-A= 2659 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.68 IN Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= 1595 LB Dead Load: DL- Rxn -B= 2503 LB Total Load: • TL- Rxn -B= 4097 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.04 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 17.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= 17.0 FT Right Cantilever Length: L3= 1.5 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= 1.5 FT Uve Load Duration Factor: Cd= 1.00 Uve Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Uve Load: wL -2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT -2= 19 PLF Trapezoidal Load 1 Left Uve Load: TRL- Left-1 -2= 125 PLF Left Dead Load: TRD- Left-1 -2= 175 PLF Right Uve Load: TRL - Right -1 -2= 125 PLF Right Dead Load: TRD- Right -1 -2= 175 PLF Load Start: A -1 -2= 0.0 FT Load End: B-1 -2= 17.0 FT Load Length: C-1 -2= 17.0 FT Right Cantilever Loading: Uniform Load: Uve Load: wL -3= 0 PLF • Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT -3= 19 PLF Point Load 1 Live Load: PL1 -3= 309 LB Dead Load: PD1 -3= 501 LB Location (From left end of span): X1 -3= 1.5 FT Trapezoidal Load 1 Left Uve Load: TRL - Left -1 -3= 125 PLF Left Dead Load: • TRD- Left-1 -3= 175 PLF Right Uve Load: TRL- Right -1 -3= 125 PLF Right Dead Load: TRD- Right -1 -3= 175 PLF Load Start: A -1 -3= 0.0 FT Load End: B-1 -3= 1.5 FT Load Length: C-1 -3= 1.5 FT Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: - Fv= 290 PSI - Modulus of Elasticity: - E= 2000000 PSI Stress Perpendicular to Grain: Fcjerp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Pape: 2 Multi- Loaded Beam f 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:18:17 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 17' roof bm @ cov balcony Controlling Moment: M= 8.33 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 45.72 S= 123.39 Area (Shear): Areq= 13.12 A= 62.34 Moment of Inertia (Deflection): Ireq= 513.55 1= 732.62 11061 FT -LB 2537 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:18:47 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 2' hdr flr bm @ kitchen Summary: 3.5 IN x 9.25 IN x 2.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 38.5% Controlling Factor. Area / Depth Required 6.68 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length. Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: IJve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 1.491 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear. At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1-2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C-1 -2= TRL - Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B-2 -2= C-2 -2= Fb= Fv= E= Fcjerp= Fb'= Fv'= M= V= Sreq= S = Areq= A= Ireq= I= 0.00 0.00 0.00 486 538 1024 0.47 650 948 1598 0.73 2.33 0.0 2.33 1.00 360 240 0 PLF 0 PLF 8 PLF 8 PLF 833 LB 1313 LB 1.5 FT 180 PLF 45 PLF 180 PLF 45 PLF 0.0 FT 1.5 FT 1.5 FT 40 PLF 105 PLF 40 PLF 105 PLF 1.5 FT 2.33 FT 0.83 FT 900 PSI 95 PSI 1600000 PSI 625 PSI 1080 PSI 95 PSI 1268 FT -LB 1481 LB 14.09 N3 49.91 N3 23.38 N2 32.38 N2 5.43 N4 230.84 N4 IN IN = L/23913 IN = L/10198 LB LB LB IN LB LB LB IN FT FT FT Multi- Loaded Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 0424 -2007: 11:19:07 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' hdr fir bm @ family / entry Summary: 3.5 IN x 11.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 36.4% Controlling Factor. Area / Depth Required 9.08 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Live Load Duration Factor: Cd= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Uve Load: wL -2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Uve Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Trapezoidal Load 1 Left Uve Load: TRL- Left -1 -2= Left Dead Load: TRD- Left -1 -2= Right Uve Load: TRL - Right -1 -2= Right Dead Load: TRD- Right -1 -2= Load Start: A -1 -2= Load End: B-1 -2= Load Length: C-1 -2= Trapezoidal Load 2 Left Uve Load: TRL - Left-2 -2= Left Dead Load: TRD- Left-2 -2= Right Uve Load: TRL- Right -2 -2= Right Dead Load: TRD- Right -2 -2= Load Start: A -2 -2= Load End: B-2 -2= Load Length: C-2 -2= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 2.664 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live Toads orrspan(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 48.09 S= 73.83 Area (Shear): Areq= 28.86 A= 39.38 Moment of Inertia (Deflection): Ireq= 26.14 1= 415.28 0.01 IN 0.00 IN = U8363 0.01 IN = U3813 1359 LB 1259 LB 2618 LB 1.20 IN 2656 LB 3638 LB 6294 LB 2.88 I N 3.33 FT 0.0 FT 3.33 FT 1.00 360 240 0 PLF 90 PLF 10 PLF 100 PLF 2150 LB 3941 LB 2.67 FT 380 PLF 143 PLF 380 PLF 143 PLF 0.0 FT 3.33 FT 3.33 FT 180 PLF 45 PLF 180 PLF 45 PLF 0.0 FT 3.33 FT 3.33 FT 900 PSI 95 PSI 1600000 PSI 625 PSI 990 PSI 95 PSI 3967 FT -LB 1828 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:19:07 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 3' hdr roof bm © right front bed rm Summary: 3.5 IN x 11.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use . Section Adequate By: 89.8% Controlling Factor: Area / Depth Required 7.19 In Center Span Deflections: Dead Load: DLD- Center= Uve Load: LLD- Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): . Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Uve Load Duration Factor: Cd= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Uve Load: wL -2= Dead Load: wD-2= Beam Self Weight: BSW Total Load: wT -2= Point Load 1 Uve Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of. Elasticity: E Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.131 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 30.19 S= 73.83 Area (Shear): Area= 20.75 A= 39.38 Moment of Inertia (Deflection): keg= 19.00 I= 415.28 0.00 I N 0.00 IN = U13395 0.01 IN =U5245 935 LB 1395 LB 2330 LB 1.07 IN 2438 LB 4064 LB 6502 LB 2.97 IN 3.33 FT 0.0 FT 3.33 FT 1.00 360 240 450 PLF 630 PLF 10 PLF 1090 PLF 1875 LB 3329 LB 3.0 FT 900 PSI 95 PSI 1600000 PSI 625 PSI 990 PSI 95 PSI 2491 FT -LB 1314 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 0424-2007: 11:19:33 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 30' girder truss abv stairs / devotional rm Summary: 5.125 IN x 33.0 IN x 30.0 FT / 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 19.8% Controlling Factor: Section Modulus / Depth Required 30.15 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C Center Span Left End Reactions (Support A): Uve Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Uve Load Duration Factor: Uve Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Uve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Uve Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted P rti L2= Lu2 -Top= Lu2 - Bottom= Cd= L/ L/ wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left -1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C-1 -2= TRL - Left-2 -2= TRD - Left-2 -2= TRL - Right -2 -2= TRD - Right -2 -2= A -2 -2= B-2 -2= C-2 -2= rope es Fb' (Tension): Adjustment Factors: Cd =1.00 Cv =0.87 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 15.6 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Fb= Fv= Ex= Ey= Fc peril= Fb cpr= Fb'= Fv'= Sreq= S= Areq= A= 0.48 0.31 0.79 0.73 6890 10535 17425 5.23 5535 9114 14649 4.40 30.0 0.0 30.0 1.00 360 240 0 0 41 41 2125 3996 22.0 450 630 450 630 0.0 22.0 22.0 50 70 50 70 22.0 30.0 8.0 2400 190 1800000 1600000 650 1200 2093 190 IN IN = L/1169 IN = L/454 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS PS PS PS M= 135412 FT -LB V= 14398 LB 776.34 IN3 930.19 IN3 113.67 IN2 169.13 IN2 Page: 2 Multi- Loaded Beam( 2003 International Residential Code (97 NDS) 1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:19:33 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 30' truss abv stairs / devotional rm Moment of Inertia (Deflection): Ireq= 8108.13 IN4 I= 15348.09 IN4 . Multi- Loaded Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:19:51 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 4' hdr flr bm @ kitchen Summary: 5.25 IN x 11.25 IN x 4.33 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 70.6% Controlling Factor: Area / Depth Required 6.6 In Center Span Deflections: Dead Load: DLD- Center= 0.01 IN Uve Load: LLD- Center= 0.01 IN = L/8725 Total Load: TLD- Center= 0.01 IN = U3504 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2768 LB Dead Load: DL- Rxn -A= 4280 LB Total Load: TL- Rxn -A= 7048 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.79 IN Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= 1165 LB Dead Load: DL- Rxn -B= 1540 LB Total Load: TL- Rxn -B= 2705 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.69 IN Beam Data: Center Span Length: L2= 4.33 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= 4.33 FT Uve Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 180 PLF Dead Load: wD-2= 45 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT -2= 243 PLF Point Load 1 Uve Load: PL1 -2= 2980 LB Dead Load: PD1 -2= 5091 LB Location (From left end of span): X1 -2= 1.0 FT Trapezoidal Load 1 Left Uve Load: TRL- Left -1 -2= 40 PLF Left Dead Load: TRD- Left -1 -2= 105 PLF Right Uve Load: TRL - Riqht -1 -2= 40 PLF Right Dead Load: TRD- Right -1 -2= 105 PLF Load Start: A -1 -2= 0.0 FT Load End: B-1 -2= 4.33 FT Load Length: C-1 -2= 4.33 FT Properties For 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2921 PSI Adjustment Factors: Cd =1.00 Cf =1.01 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 6827 FT -LB 0.996 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Controlling Shear: V= 6695 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 28.05 N3 Area (Shear): Areq= 110.74 34.63 N2 A= 59.06 N2 Moment of Inertia (Deflection): Ireq= 42.66 N4 I= 622.92 N4 Multi- Loaded Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:19:52 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' fir bm @ deck landing Summary: 3.5 IN x 9.25 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 19.4% Controlling Factor: Area / Depth Required 7.96 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= . Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Uve Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Uve Load: wL -2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 2.04 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Controlling Shear. V At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.01 IN 0.04 IN = U1760 0.05 IN = U1462 1520 LB 312 LB 1832 LB 0.84 I N 940 LB 213 LB 1153 LB 0.53 IN 6.0 FT 0.0 FT 6.0 FT 1.00 360 240 120 PLF 30 PLF 8 PLF 158 PLF 1740 LB 297 LB 2.0 FT 900 PSI 95 PSI 1600000 PSI 625 PSI 1080 PSI 95 PSI 3327 FT -LB 1718 LB 36.96 N3 49.91 N3 27.13 N2 32.38 N2 47.21 N4 230.84 N4 . Multi- Loaded Beam f 2003 International Residential Code (97 NDS) Ver. 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:20:27 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' hdr roof bm @ mstr bed rm Summary: 3.5 IN x 11.25 IN x 6.33 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 41.3% Controlling Factor: Area / Depth Required 8.14 In Center Span Deflections: Dead Load: DLD- Center= 0.05 IN Live Load: LLD- Center= 0.03 IN = L/2454 . Total Load: TLD- Center= 0.08 IN = L/940 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2358 LB Dead Load: DL- Rxn -A= 3892 LB Total Load: TL- Rxn -A= 6250 LB BL -A= 2.38 IN Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Uve Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Uve Load Duration Factor: Uve Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Uve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Uve Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Uve Load: Left Dead Load: Right Uve Load: - Right Dead Load: Load Start: Load End: Load Length: Properties For 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =1.01 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 2.405 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear. At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads andiive loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): = Areq= A= Moment of Inertia (Deflection): Ireq= I= LL- Rxn -B= 1890 LB DL- Rxn -B= 2883 LB TL- Rxn -B= 4773 LB BL -B= 1.82 IN L2= 6.33 FT Lu2 -Top= 0.0 FT Lu2- Bottom= 6.33 FT Cd= 1.00 U 360 U 240 wL -2= 0 PLF wD-2= 0 PLF BSW= 12 PLF wT -2= 12 PLF PL1-2= 1250 LB PD1 -2= 2500 LB X1 -2= 1.67 FT TRL- Left -1 -2= 400 PLF TRD- Left-1 -2= 560 PLF TRL - Right -1 -2= 400 PLF TRD- Right -1 -2= 560 PLF A -1 -2= 0.0 FT B-1 -2= 1.67 FT C-1 -2= 1.67 FT TRL - Left-2 -2= 500 PLF TRD- Left-2 -2= 700 PLF TRL - Right -2 -2= 500 PLF TRD- Right -2 -2= 700 PLF A -2 -2= 1.67 FT B-2 -2= 6.33 FT C-2 -2= 4.66 FT Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fcperp= 750 PSI Fb'= 2921 PSI Fv'= 290 PSI M= 9397 FT -LB V= 5388 LB 38.61 73.83 27.87 39.38 106.00 415.28 N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04 -24 -2007: 11:20:27 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' hdr roof bm @ rear left bed rm @ hip mstr Summary: 5.25 IN x 11.25 IN x 6.33 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 44.6% Controlling Factor: Area / Depth Required 7.78 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD- Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Properties For 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =1.01 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 3.861 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) - Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): L2= Lu2 -Top= Lu2 - Bottom= Cd= L/ L/ wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left -1 -2= TRD- Left-1 -2= TRL- Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C-1 -2= TRL- Left-2 -2= TRD - Left-2 -2= TRL - Right -2 -2= TRD - Right -2 -2= A -2 -2= B -2 -2= C-2 -2= Fb= Fv= E= Fcperp= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= I= 0.03 0.02 0.05 1885 2858 4743 1.20 2980 5091 8071 2.05 6.33 0.0 6.33 1.00 360 240 0 0 18 18 2125 3996 5.33 500 700 500 700 0.0 5.33 5.33 75 105 75 105 5.33 6.33 1.0 PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI 9230 FT -LB 7895 LB 37.92 110.74 40.84 59.06 106.80 622.92 IN IN = 1J3627 IN = L/1400 LB LB LB IN LB LB LB IN FT FT FT N3 N3 N2 N2 N4 N4 Multi - Loaded Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:21:11 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' roof bm @ entry w/ (2) point loads Summary: 5.5 IN x 11.5 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 16.4% Controlling Factor. Area / Depth Required 9.88 In Center Span Deflections: Dead Load: DLD- Center= LLD - Center= TLD- Center= Live Load: Total Load: Center Span Left End Reactions (Support A): Uve Load: Dead Load: Total Load: LL- Rxn -A= DL- Rxn-A= TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL-Rxn-B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Uve Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 3.988 -Ft from left support of span 2 (Center Sp Critical moment created by combining all dead Controlling Shear: wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C-1 -2= TRL - Left-2 -2= TRD- Left -2 -2= TRL - Right -2 -2= TRD-Right-2-2= A -2 -2= B-2 -2= C-2 -2= Fb= Fv= E= Fcj,erp= Fb'= Fv'= M= an) _ loads and live loads on span(s) 2 At a distance d from left support of span 2 (Center Span) V Critical shear created by combining all dead loads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Sreq= S= Areq= 0.02 0.02 0.04 1317 2118 3435 1.00 1039 1644 2683 0.78 6.33 0.0 6.33 1.00 360 240 0 0 15 15 600 1015 4.0 719 1198 1.0 150 210 150 210 0.0 4.0 4.0 188 263 188 263 4.0 6.33 2.33 875 85 1300000 625 IN IN = U4995 IN = L/1919 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI 875 PSI 85 PSI 4987 FT -LB 3079 LB 68.39 IN3 121.23 IN3 54.33 IN2 • Page: 2 Multi- Loaded Beamf 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:21:11 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 6' roof bm @ entry w! (2) point Toads A= 63.25 IN2 Moment of Inertia (Deflection): Ireg= 87.20 IN4 I= 697.07 IN4 • Multi - Loaded Beam( 2003 Intemational Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:21:32 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: cant fir bm @ hip mstr abv garage Summary: 3.5 IN x 11.875 IN x 12.0 FT (10 + 2) / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 62.5% Controlling Factor. Moment of Inertia / Depth Required 10.1 In Center Span Deflections: Dead Load: DLD- Center= Uve Load: LLD - Center= Total Load: TLD - Center= Right Cantilever Deflections: Dead Load: DLD- Right= Uve Load: LLD- Right= Total Load: TLD - Right= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn - A - min= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Dead Load Uplift F.S.: FS= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Right Cantilever Length: L3= Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= Right Cantilever Unbraced Length -Bottom of Beam: Lu3 - Bottom= Uve Load Duration Factor: Cd= Uve Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Uve Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT -2= Right Cantilever Loading: Uniform Load: Uve Load: wL -3= Dead Load: wD-3= Beam Self Weight: BSW= Total Load: wT -3= Point Load 1 Uve Load: PL1 -3= Dead Load: PD1 -3= Location (From left end of span): X1 -3= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Compression Face in Tension): Fb'= Adjustment Factors: Cd =1.00 CI =0.95 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= Over right support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2, 3 Controlling Shear: V= At a distance d from left support of span 3 (Right Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2, 3 Comparisons With Required Sections - _ - Section Modulus (Moment): Sreq= 39.33 S= 82.26 Area (Shear): Areq= 23.41 A= 41.56 Moment of Inertia (Deflection): keg= 300.58 1= 488.41 -0.06 IN -0.04 IN = U3151 -0.10 IN = U1259 0.08 IN 0.05 IN = 2U1012 0.12 IN = 2U390 266 LB -404 LB -138 LB -740 LB 0.00 IN 2333 LB 3613 LB 5946 LB 2.27 IN 1.5 10.0 FT 0.0 FT 10.0 FT 2.0 FT 0.0 FT 2.0 FT 1.00 360 240 53 PLF 20 PLF 13 PLF 86 PLF 53 PLF 20 PLF 13 PLF 86 PLF 1625 LB 2813 LB 2.0 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2761 PSI 290 PSI -9048 FT -LB 4526 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04-24 -2007: 11:21:33 AM • Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: rim jst / bm abv mud rm Summary: 5.25 IN x 11.25 IN x 12.0 FT / 2.0E Parailam - Trus Joist - MacMillan Section Adequate By: 29.8% Controlling Factor. Section Modulus / Depth. Required 9.93 In • Center Span Deflections: Dead Loads DLD- Center= Live Load: LLD - Center= • Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left. Uve Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parailam- Trus Joist - MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Cf =1.01 Fv': L2= Lu2 -Top= Lu2 - Bottom= Cd= U wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C-1 -2= TRL - Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD - Right -2 -2= A -2 -2= B-2 -2= C-2 -2= Fb= Fv= E= Fc_perp= Fb'= Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 8.4 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Controlling Shear. V At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.26 0.15 0.41 1715 2951 4666 1.18 3068 5093 8161 2.07 12.0 0.0 12.0 1.00 360 240 65 140 18 223 1625 2813 8.75 150 210 150 210 0.75 8.75 8.0 363 508 363 508 8.75 12.0 3.25 PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI M= 20773 FT -LB 7243 LB 85.34 N3 110.74 N3 37.46 N2 59.06 N2 428.80 N4 622.92 N4 IN IN = L/939 IN = U349 LB LB LB IN LB LB LB IN FT FT FT Multi - Loaded Beam( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By: . , Area Home Planners on: 04-24 -2007: 11:21:52 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: rim jst abv garage Summary: 2.688 IN x 11.25 IN x 12.0 FT (10 + 2) / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 29.5% Controlling Factor: Moment of Inertia / Depth Required 10.32 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Right Cantilever Deflections: Dead Load: DLD- Right= Live Load: LLD - Right= Total Load: TLD- Right= Center Span Left End Reactions (Support A): Uve Load: LL- Rxn -A= Dead Load: DL- Rxn -A =. Total Load: TL -Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Dead Load Uplift F.S.: FS= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Right Cantilever Length: L3= Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= Right Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Uve Load: w L -2= Dead Load: wD-2= Beam Self Weight: BSW Total Load: wT -2= Right Cantilever Loading: Uniform Load: Uve Load: wL -3= Dead Load: wD-3= Beam Self Weight: BSW Total Load: wT -3= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.01 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 4.9 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Controlling Shear: V At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 37.79 S= 56.69 Area (Shear): Areq= 17.24 A= 30.23 Moment of Inertia (Deflection): -- Ireq= 246.27 I= 318.88 0.16 IN 0.10 IN = U1208 0.26 IN = U468 -0.09 IN -0.06 IN = 2L1755 -0.15 IN = 2U311 1408 LB 2369 LB 3776 LB 1.87 IN 2027 LB 3553 LB 5580 LB 2.77 IN 1.5 10.0 FT 0.0 FT 10.0 FT 2.0 FT 0.0 FT 2.0 FT 1.00 360 240 282 PLF 484 PLF 9 PLF 775 PLF 282 PLF 484 PLF 9 PLF 775 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI 9199 FT -LB 3332 LB N3 N3 N2 N2 N4 N4 • • Floor Joist( 2003 International Residential Code (97 NDS)1 Ver: 6.00.62 By:. , Area Home Planners on: 04 -24 -2007: 11:21:52 AM Project: NGUYEN RESIDENCE - 5307 SQ. FT. - Location: 2x6 hf2 @ 16" o.c. deck jst Summary: 1.5 IN x 5.5 IN x 6.0 FT (5 + 1 )0. 16 O.C. / #2- Hem - Fir -Dry Use Section Adequate By: 161.6% Controlling Factor: Area / Depth Required 2.86 In Center Span Deflections: Dead Load: DLD- Center= Uve Load: LLD - Center= Total Load: TLD- Center= Right Cantilever Deflections: Dead Load: DLD- Right= Uve Load: LLD- Right= Total Load: TLD- Right= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Dead Load Uplift F.S.: FS= Joist Data: Center Span Length: L2= Right Cantilever Length: L3= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Uve Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Floor Loading: ' Uve Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Right Cantilever Loading: Uniform Floor Loading: Live Load: LL -3= Dead Load: DL -3= Total Load: TL -3= Total Load Adjusted for Joist Spacing: wT -3= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: • Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.30 Cr =1.15 Cfu =1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.45 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear. V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Decking Information: Plywood Thickness T= Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: A- joist= 8.25 Plywood Area: A -ply= 2.00 Section Centroid: C= 3.36 Moment Of Inertia: I -comb= 36.52 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 1.84 S= 7.56 Area (Shear): Areq= 3.15 A= 8.25 Moment of Inertia (Deflection): Ireq= 7.38 I -comb= 36.52 0.01 IN 0.02 IN = U3798 0.02 IN = U2837 0.00 IN -0.01 IN = 2U2374 -0.01 IN = 2U1818 133 LB 48 LB 181 LB 0.30 IN 192 LB 72 LB 264 LB 0.43 IN 1.5 5.0 FT 1.0 FT 40.0 PSF 15.0 PSF 55.0 PSF 73 PLF 40.0 PSF 15.0 PSF 55.0 PSF 73 PLF 850 PSI 75 PSI 1300000 PSI 405 PSI 1461 PSI 75 PSI 224 FT -LB 158 LB 3/4 IN N2 N2 N ABOVE BASE N4 N3 N3 N2 N2 N4 N4 PLC t t: . EXPIRES 12 - 02 -08 PITZER & ASSOCIATES Structural Engineers 2722 Colby Ave, Suite 722 Everett, WA, 98201 Office: (425)308 -8070 Fax: (425)258 -3292 STRUCTURAL CALCULATIONS FOR: Area Home Planners Nguyen Residence (2) Story Lateral Analysis o FILE COPY Perrrgt No. NOT VALID WITHOUT A WET SIGNATURE THOMAS J. PITZER, PE RECEIVED cny oar LA APR 2 6 2007' PERmil JOB # 06 -393 Date 12/12/2006 Eng TJ P 1 Desc. Original Contract CODE C MPLLANCE APPROVED MAY 2 4 20 Ci Of Tukwila B ILDING DNISIO CORRECTION LTR# 2- Lateral Analysis by: 12/12/2006 0 1.0 General Wind & Seismic Design Criteria Governing Code 2003 INTERNATIONAL BUILDING CODE (IBC). All references in the right margin are 2003 IBC unless specifically noted otherwise.[Page numbers] Scope of Project A lateral analysis and design of a two story Single Family Residence in the Tukwila, WA. Design Criteria Roof Floors Snow Dead Load RDL .,30. tt FDL i =; Live Load ' Rtj 25 pst 4"51 Snow Load Reduction: Snow Load Reduction Wind Design Criteria Basic Wind Speed 85 MPH 1609.3 [284] Wind Exposure Category B 1609.4 [290] Wind Importance Factor l 1.00 1604.5 [272] Design Method Used Simplified Seismic Design Criteria Seismic Use Group i 1616.2 [326] Seismic Importance Factor I 1.00 T 1604.5 [272] Seismic Design Category "D" 1616.3 [326] Site Class "D" T 1615.1.1 [322] Short Period Acceleration S 1.27 F 1615(1) [304] 1- Second Acceleration S 0.44 F 1615(2) [304] Seismic Force Resisting System 1. K. F 1617.6.2 [334] Response Modification Factor R 6.5 F 1617.6.2 [334] Deflection Amplification Factor C 4 F 1617.6.2 [334] Method Used Simplified 3SL Version 6.2 PITZER & ASSOCIATES STRUCTURAL ENGINEERS 2722 Colby Avenue, Suite 722 clik Everett, WA 98201 Fax (425)308-8070 Fax: (425 58 -3292 tommyt42k otmail.com Walls 25 pst ,Wpm= 10•psf red 0 2003 IBC Section 1605.3.1 [p. 273] Client: Area Home Planners Project: Nguyen Residence PLUM 06 -393 Calculated By: Tom Pitzer, PE Pitzer & Associates 2.0 Table of Contents 1.0 General Wind & Seismic Design Criteria 2.0 Table of Contents 3.0 Wind Analysis 4.0 Wind Shear Forces and Uplift Forces 5.0 General Seismic Design Criteria 6.0 Seismic Analysis 7.0 Shear Walls in the Front to Back Direction 8.0 Shear Walls in the Left to Right Direction 9.0 Rho Calculations 10.0 Overtuming Moment Sample Calculation 11.0 Overturning in the Front to Back Direction 12.0 Overturning in the Left to Right Direction 13.0 Shear Wall Load Summary 14.0 Hold Down /Shear Wall Schedules /Shear Flow /Connection Schedules 15.0 Horizontal Diaphragm 16.0 Altemative Basic Load Combinations 3SL Version 6.2 06 -393 2SL 10 GL IBC verl.1.xmcd 12/12/2006 Page 2 Pitzer & Associates Wind Exposure Category (WEC), C :i Wind Exposure, enter. (1)- exposure "B ", (2)- exposure "C ", (3)- exposure "D" Mean Roof Height (MRH), MRH 28 pnet = lIWpnet30 (Equation 16- 34)[p. 2921 Roof Pitch 6:12 3.0 Wind Analysis Basic Wind Speed (MPH), Bws 85 2003 IBC Table 1609.2.1(1) [p. 332] Simplified Wind Design Pressures (Main Wind Force Resisting System) ps30 (Exposure B at h = 30 feet with Iw= 1.0)(psf) Roof Rise enter: (1)- Fiat, (2)- 2, (3)- 3, (4), 4, (5) 6, (6), 7 to 12 2003 IBC SImple Wind Pressures ZoneA = 14.4 psf ZoneB = 2.3 psf ZoneC = 10.4 psf ZoneD = 2.4psf ZoneE = —6.40 psf ZoneF = — 8.7psf ZoneG = —4.6 psf ZoneH = —7 psf Height & Exposure Adjustment Coefficient, X Adjustment Factor Wind Importance: PA := X•I PB := X • I PC:= X •I = 1 Wind Importance Factor 2003 IBC Table 1604.5 [p.272] 1.00 Design Wind Pressures 2003 IBC Table 1604.5 [p.2721 Simplified Wind Design Pressures - combined windward & leeward pressures over projected area: PE = X•Iw•ZoneE PF:= a.•I PG A•Iw•ZoneG Pp X.Iw•ZoneD PH X•IwZoneH Least Horizontal Dimension, (LHD) 2003 IBC Figure 1609.6.2.1 [p.292] Footnote 10 LH ',11:= 23•t The smaller of: 10% of least horizontal dimension 0.4h But not Tess than: 4% of least horizontal dimension 3 feet 3SL Version 6.2 06 -393 2SL 10 GL IBC verl.1.xmcd 12/12/2006 al:= .1•LHD al =6.4ft a2 =.4.h a2 = 9.2 ft a3 := .04•LHD a3 = 3 ft a4:= 3•ft Controls gal =13ft 2003 IBC Table 1609.6.2.1(4) [p, 2971 Page 3 Pitzer & Associates 3.0 Wind Analysis (cont.) • Controlling Load Combination for Wind Loads D +L +(o)W) Equation 16 -14 [274] • Load Duration Factor, C for Wind Loads NDS Section 2.3.2 [9] 0 cD 1.6 Diaphragm Sail Areas Roof Diaphragm: Front/Rear Direction (Longitudinal) Horizontal Vertical 46-ft f 2 1Cfr 133 ft Gfr, =987 ft Dfr: = 291 -ft 2 Hfr = 987.ft2 Upper Floor Diaphragm: Front/Rear Direction Horizontal Shear Calculations Total Base Shear Uplift Forces: Total Uplift Opposing Dead Load 3SL Version 6.2 lyt 06 -393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 Side /Side Direction (Transverse) Horizontal Side /Side Direction Horizontal 4.0 Wind Shear Forces and Uplift Calculations Shear Forces: Shear Forces Front/Back Direction Roof Diaphragm Vr.fr = 66821b 2nd Floor Diaphragm Vq{ = 48361b 2nd Floor Diaphragm Total Base Shear Total Uplift Shear Forces Side /Side Direction Roof Diaphragm Opposing Dead Load Vertical Vr,ss = 11401 lb Vf.ss = 126101b Page 4 Pitzer & Associates 5.0 General Seismic Design Criteria Mapped Maximum Considered Earthquake Spectral Acceleration SS:= 1.27 Figure 1615(1) [304] S1 := .44 Figure 1615(2) [306] Site Class D, (Assumed) Fa := 1.0 Table 1615.1.2(1) [322] Fv:= 1.6 Table 1615.1.2(2) [322] S = F *S Equation 16 -38 [322] SMS := Fa•SS SMS = 1.27 SM1 = F v * S 1 Equation 16 [322] SM1 := Fv.S1 SM1 = 0.70 Design Spectral Response Acceleration Parameters S = 2/3 *S SDS := 2 ISMS S D1 = 2/3 *SM1 SDI:. [}SM1 3SL Version 6.2 Equation 16-40 [322] SDS = 0.847 Equation 16-41 [3221 Sol = 0.469 06 -393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 Page 5 Pitzer & Associates 6.0 Seismic Analysis Building Properties: 025 ff 2786 ft2 939ft2 3584•ft Area of the Roof in Square Feet Area of the Upper Floor in Square Feet Area of Low Roof into Upper Floor Diaphragm in Square Feet Ground Floor area in Square Feet Calculate Building Masses: Mass of High Roof and Tributary Walls Mass of Floor,Roof into Diaphragm,Walls Mass of Entire Building VB = 302461b Roof Diaphragm Floor Diaphragm Total Base Shear 3SL Version 6.2 1.2•SDS•Il VB := R J Mt 2003 IBC Table 1617.6.2 [334] 2003 IBC 1617.5.1 [3311 Seismic Base Shear, V Equation 16 -56 [3311 Vertical Distribution of Seismic Shear Forces: Check following calculations; if Ft is equal to VB then OK (1.2•SDS•I) Fr := R J Mr (1.2.SDB.I) Ff = R Mt Ft := Fr + Ff 06-393 2SL 10 GL IBC verl.1.xmcd Mr= (ArRD) + (H2.0.5•L2b•WDL) Mr= (Af).FDL + Ad. RD + (Hi + H2)•0.5•(Ll b + L2b) Mt := Mr + Mf 2003 IBC 1617.5.2 EQ. 16 - 57 [p.3321 Fr= 151701b Ff = 15077 Ft = 302461b Height of Rim Joist and/or pony wall Height of Second Story Walls Height of First Story Walls average Length of Wall on the Second Floor Length of Wall on the First Floor Mr= 970501b Mf = 964551b Mt= 1935051b 12/12/2006 Page 6 Pitzer & Associates 7.0 Controlling Seismic Load Combinations D +L +S +E/1.4 Equation 16 -17 [274] Load Duration Factor, C for Seismic Loads CD := 1.6 Seismic Load, E E= pQe +0.2S Equation 16 -50 [329] Check Redundancy; Assume p = 1.5 initially, calculate V of walls, then find actual p. p•Fr p•Ff Er:= 1.4 Ef := 1.4 Er = 15170 lb Ef = 15077 Ib Maximum Seismic Load, E Section 16 - [329J Qo := 3 E := Qo•F NDS Section 2.3.2 [9] Emf:= Qo•Ff Emr = 45509 Ib Emf= 45230 Ib 06 -393 2SL 10 GL IBC verl.1.xncd 12/12/2006 Section 16 -[329J p = 1.4 Summary of Lateral Forces Seismic ( Either Direction) Wind (Front/Rear) Wind (Side /Side) Er = 151701b Vr = 66821b Vr ss = 114011b Ef = 150771b Vf,f = 48361b Vf.ss = 126101b ET := Er + Ef ET = 30246 VT, fr = 115181b VT.ss = 24011 Ib 3SL Version 6.2 Section 16 -[329] Section 16 -[329] no =3 Page 7 Pitzer & Associates 8.0 Shear Wall Design in the Front to Rear Direction Shear Walls Second Floor: Wall Line - (1.2) 0 Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot: 3SL Version 6.2 V1.2e := Er•TW1.2e V1.2e = 4551 Ib V1.2w:= Vr.fr•TW1.2w V12w = 20051b Controlsi.2 = "Seismic Controls2.2 = "Seismic Controls3.2 = "Wind" Controls4.2 = "Seismic Controls5.2 = "Wind" VT12 = 4551 Ib v1.2:= 29-ft e 300 1:2w .300 VT1.2 L12 v12 =157ft Wall Line - (6.2) XL6 2 = 0 fr 2e: =0 =:0 V62e := Er•TW62e V6.2e = O Ib V6.2w:= Vr.fr•TW62w V6.2w = O lb VT6.2 = VT6.2 v6.2 :_ L6.2 Ib v62 =oft VT2.2 = 7585 Ib VT2.2 v22 := L2.2 v2.2 = 323 b ft 06 -393 2SL 10 GL IBC ver1.1.xoncd Wall Line - (2.2) := 23.5•f1 tqw2.2e := .500 2.2w:= .500 V2.2e := Er•TW22e V2.2e = 75851b V22w = Vr.fr•TW22w V2.2w = 3341 Ib Wall Line - (7.2) .ft :2e .2w:= V72e := Er•TW72e V7.2e = O Ib V72w:= Vr.fr•TW72w V7.2w = O Ib VT7.2 = VT7.2 v72:= L7.2 Ib v72 =oft VT3.2 = 0 VT3.2 v32:= L3.2 Ib v3.2 = 0 ft Wall Line - (3.2) Wall Line - (4.2) Wall Line - (5.2) .2':= 0 ft .2e = 1W3.2w =0 V3.2e := Er•TW3.2e V3.2e = O Ib V32w:= Vr.fr•TW3.2w V3 = O lb V82e := Er•TW82e V8.2e = O Ib V82w Vr.fr•TW82w V8.2w = O Ib VT8.2 v82 = L8.2 Ib v82 = 0 ft v4.2=3034 Ib v4.2 := L4.2 v4.2 = 1561 VT8.2 =0 VT9.2 =0 VT4.2 VT9.2 v92 L9.2 Ib v9.2 =0 ft V4.2e Er .111 4.2e V4.2e = 30341b V42w:= Vr.fr•TW42w V = 1 Wall Line - (8.2) Wall Line - (9.2) V92e := Er•TW9.2e V92e = O Ib Vg•2w = 0 Ib Controls6.2 = "Wind" COntroIS7.2 = "Wind" Controls8.2 = "Wind" Controls9.2 = "Wind" VT6.2 = 0 VT5.2 v5.2: L52 Ib v52 = 0 ft V92w:= Vr.fr•TW92w 12/12/2006 V52e := Er•TW52e V5.2e = O Ib V52w:= Vr.fr•TW52w V5.2w = O Ib Page 8 Pitzer & Associates 06-393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 0 8.0 Shear Wall Design in the Front to Rear Direction (cont) Shear Walls First Floor: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot: Earthquake distr.: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: 0 Wind distribution: Shear per linear foot: 3SL Version 6.2 Wall Line - (1.1) Wall Line - (2.1) 31.5•f[ TW1 1w V1.1e := Ef•TW1.1e V1,1e = 37091b V1.1w Vf.fr•TW1.1w V2.1w Vf.fr•TW2.1w V1.1w = 11901b Controlsi.1 = "Seismic" Controls2.1 = "Seismic Controls3,1 = "Seismic Controls4.1 = "Seismic" Controls5,1 = "Wind" VT1,1 = 8260 Ib V6.1e = Olb V6.1w = O Ib VT1.1 Wall Line - (6.1) ._ 0-ft xW6.1e =~0 s1w : = = V6.1e:= Ef•TW6.1e VT6.1 = VT6.1 v6.1 :_ 1 6.1 Ib v6.1 = 0 ft .1 :=-23.254t ..ate TW2.1e 329 V2.1e := Ef•TW2.1e V2.1e = 4825 V2.1w= 15481b VT2.1 = 12409 Ib v2.1 :_ L2.1 v2.1 = 534ft Wall Line - (7.1) 7.1 a F= .f 71w V7.1 a := Ef•TW7.1 e V7.1e = OIb V6.1w := Vf.fr•TW6.1w V7.1w:= Vf.fr•TW7.1w V8.1w := Vf.fr• V9.1w := Vf.fr•TW9.1w V7.1w = O Ib VT2.1 0 VT7.1 = 0 VT7.1 v7.1 L7.1 Ib v7.1 =Oft Wall Line - (3.1) L31 3825 ft 3.1e: -254 TW3 .254 V3.1e Ef•TW3.1e V3,1e = 38291b V3.1w:= Vf.fr•TW3.1w V 12281b VT3.1 = 3829 Ib v3.1 -_ VT3.1 1 3.1 v3.1 =100ft Wall Line - (8.1) 81w` V8.1 a := Ef•TW8.1 e V8.1e =O V8.1w= OIb Controls6.1 = "Wind" Controls7.1 = "Wind" Controls8.1 = "Wind" Controlsg.i = "Wind" VT8.1 = VT8.1 v8.1 L8.1 Ib v8.1 =oft ft Wall Line - (4.1) Wall Line - (5.1) V4.1e = Ef•TW4.1e V4.1e = 27141b V4.1w Vf.fr•TW4.1w V5.1w Vf.fr•TW5.1w V 4. 1 w = 8701b VT4.1 = 5748 Ib VT4.1 v4.1 L4.1 v4.1 = Wall Line - (9.1) V9.1e Ef•TW9.1e V9.1e = Olb V9.1w = O Ib VT9.1 = VT9.1 v9.1 L9.1 Ib v9.1 = 0 ft V5.1e = Ef•TW5.1e V5.1e = Olb V5.1w = Olb VT5.1 = 0 VT5.1 v5.1 L5.1 Ib v5.1 =o- Page 9 Pitzer & Associates 9.0 Shear Wall Design in the Left to Right Direction Shear Walls Second Floor: Earthquake distr distr.:',- Wind distribution FTWA Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: 0 Shear per linear foot: 0 Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: Shear per linear foot: 3SL Version 6.2 Wall Line - (A.2) VA.2e := Ef•TVVA.2e VA.2e = O Ib VA.2w:= Vf.ss•TWA.2w VA.2w = O Ib VTA.2 = 0 VTA.2 vA.2 :_ LA.2 Ib vA.2 =o Wall Line - (F.2) 5-ft Earthquake distr.aTV F.2e °.143 Wind distribution.,' [WF2w - .143 VF.2e := Ef'TWF.2e VF.2e = 21561b VF.2w:= Vf.ss•TWF.2w VF.2w = 18031b VTF.2 = 2156 Ib vF.2 = VTF.2 LF.2 vF.2 = 431 ft Wall Line - (B.2) VTB.2 = 0 VB.2e := Ef•TWB.2e V6 2e = O lb VB.2w:= Vf.ss•TWB.2w Vg = O Ib VTB.2 vB.2 LB.2 Ib v B. 2 = oft Wall Line - (G.2) VG.2e := Ef•TWG.2e VG.2e = O Ib VG,2w = O Ib VTG.2 = 0 VTG.2 vG.2:= LG.2 Ib vG.2 =o 06 -393 2SL 10 GL IBC ver1.1.xmcd Wall Line - (C.2) 'LC.2 22.5.ft ;1WC.2e = .179 "11N .179 C2w = vC.2 = LC.2 VC.2e Ef•TWC.2e VC,2e = 26991b VC.2w := Vf.ss•TWC.2w VC.2w = 22571b VTC,2 = 2699 Ib VTC.2 vC.2 = VTH.2 = Ib vH.2 = Wall Line - (H.2) VH.2e:= Ef•TWH.2e VH.2e = O lb VH,2w = 0 Ib VTH.2 vH.2:= LH.2 vD.2 = 538 ft VTJ.2 = 0 Ib vJ.2 =o Wall Line - (D.2) VTJ.2 vJ.2 LJ.2 VD.2e := Ef•TWD.2e VE.2e := Ef•TWE.2e VD.2e = 53821b VD.2w := Vf.ss VE.2w Vf.ss•TWE.2w VC.2 = 45021b ControlsA,2 = "Wind" ControlsB.2 = "Wind" ControlsC,2 = "Seismic" ControlsD,2 = "Seismic ControlsE,2 = "Seismic" VTD.2 = 5382 Ib VTE.2 = 4840 Ib VTD.2 vD.2:= LD.2 vE.2:= LE.2 Wall Line - (J.2) V12e := Ef•TWJ.2e VJ.2e = O Ib VG.2w:= Vf.ss•TWG.2w VH2w Vf.ss VJ.2w:= Vf.ss•TWJ.2w Vj2 =Olb ControlsF,2 = "Seismic ControlsG = "Wind" ControlsH2 = "Wind" ControlsJ,2 = "Wind" VTE.2 vE.2 =421 ft Wall Line - (E.2) VE,2e = 48401b VE.2w = 40481b 12/12/2006 34 Page 10 Pitzer & Associates Earthquake distr.. Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: D Earthquake distr.: Calculate Lateral Forces for earthquake: Calculate Lateral Forces for wind: 9.0 Shear Wall Design in the Left to Right Direction (cont.) Shear Walls First Floor: Wall Line - (A.1) Wall Line - (B.1) Wall Line - (C.1) Wall Line - (D.1) Wall Line - (E.1) :,1.13.1:= 15•ft x z ,; TWB 1 093 7WC 1e .244 - TWB1w .093 TWC 1w 244 t 29 s E.1Yr 8 VC.1e:= Ef•TWC.1e VE.1e Ef•TWE.1e VC.1e = 36791b VE.1e = 29851b Wind distribution: Shear per linear foot: Wind distribution: Shear per linear foot: 3SL Version 6.2 A 1e = -.058 TWA tw = •058 VA.1e Ef•TWA.1e VA.1e = 874 1b VA.1w := Vf.ss•TWA.1w VA.1w= 7311b VTA.1 = 874 Ib VTA.1 VA.1 LA.1 VA.1 = Wall Line - (F.1) - 5.ft te== .116 =TWF 1w= =' VF.1e = Ef•TWF.1e VF,1e = 1749 VF.1w := Vf.ss•TWF.1w VF.l 1463 VTF.1 VF.1 LF.1 vF.1 = 781 ft VB.1e := Ef•TWB.1e VB,1 = 14021b Vg.1w = 11731b VTE,1 = 14021b VTB.1 v13.1 LB.1 vB.1 = 93 ft /G.1e -=_0 � G.1w := 0 VG.1e Ef•TWG.1e VG.1e = O lb VG.1w = O Ib vTF.1 = 3905 Ib VTG = 0 VTG.1 VG .1 LG.1 Ib VG.1 =O 06 -393 2SL 10 GL IBC ver1.1.xoncd vC.1 VB.1w Vf.ss•TWB.1w VC.1w Vf.ss•TWC.1w VD.1w Vf.ss•TWD.1w VE.1w = Vf.ss•TWE.1w V = 30771b ControlsA,1 = "Seismic ControlsB,1 = "Seismic ControlsC,1 = "Seismic ControlsD,1 = "Seismic ControlsE,1 = "Seismic" VTC.1 = 6377 Ib VTC.1 LC.1 vC.1 = 797 ft Wall Line - (G.1) Wall Line - (H.1) VH.1e:= Ef•TWH.1e VH.1 e = O Ib VH.1w = OIb VTH.1 VH.1 LH.1 Ib VH.1=0ft ;„, VD.1e = Ef•TWD.1e VD.1e = 43871b VTp,1 = 9770 Ib VTE = 7825 Ib VTD. vD.1 LD.1 VD.1 = 477 ft V D. 1 w = 36701b Wall Line - (J.1) VJ.1 a Ef e VJ.1 e = O Ib VG.1w = Vf.ss•TWG.1w VH.1w Vf.ss•TWH.1w VJ.1w := Vf.ss•TWJ.1w VJ.1w= Olb ControlsF_1 = "Seismic ControlsG,1 = "Wind" ControlsH,1 = "Wind" Controls j.1 = "Wind" VTH.1 = 0 VTJ.1 = 0 VTJ.1 vJ.1 Lj.i Ib vJ.1=0 VTE.1 VE.1 LE.1 VE.1 = 580ft VE.1 W = 24971b 12/12/2006 Page 11 Pitzer & Associates 10.0 Rho Calculations Shear Walls Second Floor: Wall Line - (1.2) Wall Line - (2.2) V1.2e 10 10 10 V2.2e V3.2e V4.2e 10 L1.2 L2.2 L32 L 4.2 r1.2 Ff r2.2 Ff r3.2:= Ff r4.2:= Ff 20.ft 20•ft 20.ft 20.ft P1.2 : = 2- P2.2 : = 2- P3.2: =2 P4.2: = 2- r1.2•JAb•ft r2.2•JAb•ft r3.2•• r4.2•1Ab•ft P1.2 = -1.2 P2.2 = 0.4 P3.2 =1 P4.2 = -1.2 Wall Line - (6.2) Wall Line - (7.2) Wall Line - (8.2) Wall Line - (9.2) V6.2e 10 V7.2e 10 V8.2e 10 V9.2e 10 L6.2 L7.2 L8.2 L9.2 r6.2 Ff r7.2 = Ff r8.2 Ff r9.2.- Ff 20.ft 20.ft 20•ft 20 ..ft P6.2 : = 2- P7.2 = 2- P8.2 = 2- P9.2 2 2 ;' 2 •: 2 2 r9. • , Ab ft r7.2 �+ Ab ft r8.2• A r9.2•:�' Ab•ft P6.2 =1 P7.2 =I Shear Walls First Floor: Wall Line - (2.1) Wall Line - (3.1) Wall Line - (1.1) r1.1 V1.2e +V1.1e 10 V2.2L +V2.1e 10 L1.1 2.1 r2.1 �_ Ff Ff r6.1:= Ff r1.1 Ff P6.1 = P7.1 =1 3SL Version 6.2 1 3.1 06 - 393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 Wall Line - (3.2) P8.2 =1 P9.2 =1 V3.2e + V3.1e 10 L3.1 Ff Wall Line - (4.2) Wall Line - (5.2) Wall Line - (4.1) Wall Line - (5.1) V4.2e +V4.1e 10 L4.1 r4.1 Ff r5.1 Ff 20 ft 20•ft 20•ft 20.ft 20•ft P1.1 2 P2.1 : =2 P3. : = 2- P4.1 : = 2- P5.1 = 2 - r1.1 J Ab ft r2.1 •J Ab ft r3.1 •J Ab ft 2 r4.1 J Ab ft r5.1 •J Ab•ft P1.1 = 0.1 P21 = 1.1 P3.1 = -3 P4.1 = - 1.2 P5.1 =1 Wall Line - (6.1) Wall Line - (7.1) Wall Line - (8.1) Wall Line - (9.1) V6.2e +V6.1e 10 V7.2e +V7.1e 10 10 V8.2e +V8.1e V9.2e +V9.1e 10 L6.1 L7.1 L8.1 L9.1 r8.1 = Ff r9.1 Ff P8.1 =t P9.1 =1 V5.2e 10 L52 r5.2 P5.2. - P5.2 = 20•ft 20•ft 201 20•ft P6.1 := 2 - P7.1 2 - P8.1: 2 - P9.1 :- 2 r6.1 •f A r7.1•JAb•ft n3.1.1 Ab ft r9.1 :j Ab ft 2 Ff 20•ft A b•ft 2 V5.2e + V5.1 a 10 L5.1 Page 12 Pitzer & Associates 01 10.0 Rho Calculations (cont.) Shear Walls Second Floor: Wall Line - (A.2) Wall Line - (B.2) Wall Line - (C.2) Wall Line - (D.2) Wall Line - (E.2) VA.2e 10 LA.2 rA.2 = Ff 20.ft PA.2: = PA.2 = 1 Wall Line - (F.2) VF.2e 10 VG.2e 10 VH.2e 10 VJ.2e 10 LF.2 LG.2 LH.2 LJ.2 rF.2 := Ff rG.2 Ff 0-1.2 Ff rJ.2 .- Ff 20-ft 20.ft 20-ft 20.ft PF.2 : = 2- PG.2: = 2- PH.2 : =2 PJ.2• - rF.2 J Ab ft rG.2 Ab• 4.1.2•,1 ' Ab•ft rJ.2•, I Ab•ft PF.2 = 0.8 PG.2 =1 P11.2 = PJ.2 =1 Shear Walls First Floor: Wall Line - (A.1) PA.1 = -7.2 Wall Line - (F.1) VF.2e +VF.1e 10 LF.1 Ff PF.1 = 2- 20.ft rF.1 • J Ab•ft PF.1 = 1.4 3SL Version 6.2 A B.2 :_ VB.2e 10 LB.2 20.ft PB.2 : = 2 - PB.2 =1 Wall Line - (G.2) VC 10 LC.2 Ff rC.2 Ff PC.2 : =2- PD.2 2- B.2 Ab ft2 rC.2•JA1rft rD.2•1Ab•ft Wall Line - (B.1) Wall Line - (C.1) 20.ft 20-ft PA.1 2- PB.1: = 2 - rA.1•1Ab•ft rat" Ab ft PB.1 = -3.4 Wall Line - (G.1) VG.2e + VG.1 a 10 06 -393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 20.ft PC.2 = -2.2 PD.2= 1.1 Wall Line - (H.2) Wall Line - (J.2) PC.1 : = PC.1 = 1.4 Wall Line - (D.1) Wall Line - (E.1) VA.2e +VA.1e VB.2e +VB.1e VC.2e +VC.1e VD.2e +VD.1e 10 10 10 10 LA.1 LB.1 LC.1 LD.1 rA.1 113.1:- Ff rC.1 Ff ID.1 - Ff rE.1 :- Ff Ff 20.ft 20.ft 20-ft PD.1 2 - PE.1 •- 2 rC.1 JAb ft ro.1.JAb•ft 2 rE.1•1Ab•ft PD.1 = 0.9 Wall Line - (H.1) VD.2e 10 VE.2e 10 L D.2 LE.2 0 D.2: Ff rE.2 Ff 20.ft 20-ft PE.2 : -2 PE.2 = 0.8 PE.1 = 1.1 WaII Line - (J.1) rE.2• Ab.ft2 VE.2e + VE.1 a 10 LE.1 VH.2e + VH.1 a VJ.2e + VJ e LG.1 LH.1 10 LJ.1 10 rG.1 Ff rH.1 � Ff rJ.1 Ff 20.ft 20-ft 20-ft PG.1 2 - PH.1 2 - PJ 2 - rG.1 J Ab ft rH.1 • i Ab•ft rJ •-.y Ab.ft PG.1 = Pmax = 1.4 Use p E 1.4 PH.1 =■ PJ.1 = Page 13 Pitzer & Associates 11.0 Overturning Force Sample Calculation 2003 IBC Secnon1604.4[271] The following example illustrates the calculations used to determine the overtuming forces imposed on a shear wall under design forces. The shortest individual panel length on a grid line. The design force applied at the top plate of the shear wall is of interest. This is calculated as the unit force (plf) in the wall multiplied by its length, representing the design force applied. vwallLine.1 250-- V := vWaIlLine.1 •ws V = 1250 Ib Resistance to the applied design force comes from the dead load tributary to the wall. The following variables define the tributary width of the Roof and Floor loads that act at this level. Dead loads from the level above are neglected as they were already considered in the calculations for the wall above. The tension from the wall above is added directly to the tension of the wall being calculated. 10-ft Tributary Width of Roof supported by the wall Tfs 0.67 -ft Tributary Width of Floor supported by the wall .= '10-ft Tributary Width of Roof supported by the uplift section = 0.67 ft Tributary Width of Floor supported by the uplift section ft 06 -393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 The level at which the design force is applied (top plate) was defined previously for the seismic mass. In the event that the plate height varies through sections of any given level, the height can be redefined to reflect the actual condition. Hmots H1 Height of Wall Hmots = 12 ft In order for a wall section to experience uplift, adjacent walls must be lifted as well. Assuming a 45 degree angle of failure from the top plate, extending away from the shear panel, the equivalent length of wall to be lifted is assumed to be one half the height of the wall. We refer to this as the Uplift Section. 3SL Version 6.2 Hmots Lo 2 Length of wall resisting uplift during overtuming Lo =6ft The dead Toad of the wall consists of contributions from the roof, floor, and wall. W := (Hmots•ws•WDL) + (Tfs•ws•FDL) + (Trs•ws•RD) W = 21341b The dead Toad of the uplift section also consists of contributions from the roof, floor, and wall. P := (Lo•Tr2s + (Lo•Hmots•WDL) + (Lo•Tf2s•FDL) An overtuming moment is calculated by summing all forces about the compression comer of the shear panel. The result is the tension force required to resist uplift. Note the tension that is applied from the wall above. Top story wall calculations do not have an overtuming tension from above. w [(V)•Hmots + TWaiiLine.2•ws] — 0.67. •W - 0.67•P•w TWaIILine.1 := ws P = 25601b WaliLine.2: := 95: ity TWaIILine.1 = 665 Ib Although not shown on the following pages, these same equations follow each set of data for each wall. They were placed in a minimized area of the calculations to shorten the calculation package, note the arrow and text "Overturning Calculations ". At each of these locations, calculations (as above) are performed. Page 14 Pitzer & Associates 12.0 Overturning Force in the Front to Rear Direction OVERTURNING F!R - Second Floor Tributary Area of: Line Width 0 0 0 0 0 0 0 3SL Version 6.2 Overtuming Calculations Overturning Calculations 8.2 w82 0-ft Overturning Calculations 9.2 s2 0 ft Overtuming Calculations Length 1.2 .ft L1.2 = 29 ft Hmot := H2 Overturning Calculations, 2.2 W22 =5:25 L2,2 = 23.5ft Hmot : = H2 Overturning, Calculations 3.2 w3 2= O•ft L3.2 = 0 Overturning Calculations 4.2 42 ; , 75ft: = 19.5ft Overturning Calculations 5.2 tiv62=04t L5.2 =0 6.2 .2 := 0.g 1.6.2 = 0 Overturning Calculations 7.2 v 0•ft L72 = 0 Wail Ht Roof Roof Ad' Floor Hmot H2 'Fr= O•ft Hmot := H2 Hmot = H2 Hmot H2 Hmot := H2 Hmot = H2 06 -393 2SL 10 GL IBC ver1.1.xvncd Tr =3 =ft 6•ft Tr2 := 3 -ft Tr:= ;I6•ft 712 : =: r2 :=414.54 Tf: := O,ft Tf 0•ff L4444444 4444 Floor Ad" Uplift Force 12/12/2006 L6.2 = r Off •c; Page 15 Pitzer & Associates a 0 0 0 u 0 0 12.0 Overturning Force in the Front to Rear Direction (cont.) OVERTURNING F/R - First Floor Line Width 1.1 W1 1 ; 4.5-ft Li = 31.5 ft Hmot:= H1 • Overturning Calculations 2.1 w2.t 5.25. = 23.3 ft Hmot Hi Overtuming Calculations 3.1 Overtuming Calculations 4.1 !u4 1 . y Oft L41 = 36 ft Overturning Calculations 5.1 W51 =oft L51 = Overturning Calculations 6.1 Overtumin 7.1 Overt uming Calculations 8.1 rgl0tt L8.1 = Overturnin Calculations 9.1 'w9 0.ft L91 = 0 Overtuming Calculations 3SL Version 6.2 06 -393 2SL 10 GL IBC ver1.1.xmcd Length Wall Ht Roof Roof Ad' Floor .75- L3 =38.3 Hmot H1 T 0-ft 0-ft r`•= 0-ft Tributary Area of: KA r2 „ 0 tt Tr: 12 5 -ft fT = 3 ft ?: 5•ft ,1Tr2 .= 3•ff Hmot = H1 Hmot H7 Hmot H1 Hmot H1 Hmot H1 17 0 f Hmot H Lr 0.f Tr2 0.ft T' '041 Floor Adi Uplift Force ft e 12/12/2006 Page 16 Pitzer & Associates 0 0 0 0 0 0 13.0 Overturning Force in the Left to Right Direction OVERTURNING S/S - Second Floor Line Width Length Wall Ht Roof 0 0 0 B.2 D.2 A.2 wA 2 Ott LA.2 = 0 Overturning Calculations Overtuming Calculations C.2 wG2 = 5 Overturning Calculations Overturning Calculations E.2 w: =11 Overturning Calculations F.2 �NF.2 2 5 LF2 = 5 ft Overturning Calculations 3SL Version 6.2 Hmot := H2 ft LB.2 = 0 Hmot := H2 .7LD =10ft Hmot := H2 5 LE • 2 = 11.5 ft Hmot := H2 Hmot := 7 •ft 06-393 2SL 10 GL IBC verl .1.xmcd Tr._ Ott Try= 0•ft Tr -14.5• t Tr2 : = "3•ft = 3•ft Tributary Area of: Roof Adi Floor a =ft 16 -ft r -16ft G.2 �G 2 = 04 t L T •ft .= G.2 = 0 Hmot := H2 0 0 -ft Overtuming Calculations H.2 { 2 Q" ft LH.2 = 0 Hmot := H2 r: 0 tf Er 0 ft Overturning Calculations .1.2 EJ.2 O•ft 1_,I2 = 0 Hmot:= H2 ft r2 0'f Overturning Calculations Floor Adi Uplift Force r 0 t Oft 12/12/2006 Page 17 Pitzer & Associates 0 0 0 0 13.0 Overturning Force in the Left to Right Direction (cont.) OVERTURNING S/S - First Floor Tributary Area of: Line Width Length Wall Ht Roof Roof Ad* Floor A LA.1 = 16ft Overturning Calculations B.1 { 15.f€ LB = 15 ft Hmot H1 Overturning Calculations C. I 'wC1 8 LC.1 = 8 ft Overtuming Calculations H H1 Hmot Hi D. 1 v!A t 3.5 -ft LD.1 = 20.5 ft Hmot 9•ft Overtuming Calculations LEA = 13.5 ft Hmot : = H1 E1 E:t :.... ft Overturning Calculations F.1 F I 2 5' Overturning Calculations G.1 G 1 Olt Overtuming Calculations H.1 wH 1 0•tt LH.1 = 0 Overturning Calculations 3SL Version 6.2 LF.1 = 5 ft LG.1 = 0 Hmot H1 Hmot H1 Hmot 8•ft J.1 +J_1 �0 LJ.1 = 0 Hmot:= H1 Overturning Calculations 06 -393 2SL 10 GL IBC ver1.1.xmcd .ft T. 3-ft =0 . ft 0 12.5 -ft ft 123.ft .ft Tr2 0 ft 0-ft Oft Tf , 7:5 ft Tr�r0ft f Oft �.A Floor Adi Uplift Force 12/12/2006 Page 18 Pitzer & Associates 14.0 Shear Wall Load Summary 2nd Fl - FIR Line Total Shear (1.2) vrl .2 = 4551 Ib (2.2) VT2.2 = 75851b (3.2) VT3.2 = 0 Ib (4.2) VT4.2 = 30341b (5.2) VT5.2 = 0 Ib (6.2) VT6.2 = 0 lb (7.2) VT7.2 = 0 Ib (8.2) VT8.2 = O lb (9.2) vr9.2 = O Ib 1st Fl - F/R Line Total Shear (1.1) vri.1= 82601b (2.1) VT2,1 = 124091b (3.1) VT3.1 = 3829 (4.1) VT4.1= 57481b (5.1) VT5.1 = O lb (6.1) vr61 = O lb (7.1) \T7.1 = O lb (8.1) VT8.1 = O lb (9.1) VT9.1 = O lb 3SL Version 6.2 Length L1.2 = LY.2 = 23.5 ft L3.2 = 0 L4.2 = 19.5 ft L5.2 =.0 L6.2 = 0 L7.2 = 0 1 -8.2 = 0 L9.2 = 0 Length L1,1 = 31.5 ft L2.1 = 23.3 ft L3.1 = 38.3 ft 1 .4.1 = 36ft L5.1 = 0 L6.1 = 0 L7.1 = 0 L8.1 = 0 L9.1 = 0 06-393 2SL 10 GL IBC verl.1.tancd Shear per foot v1,2= 157p1f v2.2 = 323 plf v32 = 0 plf v4.2 = 156 plf v52 = 0 plf v62 = 0 plf v72 = 0 plf v8.2 =0plf v92 = 0 plf Shear per foot v1.1 = 262 plf v2.1 = 534 plf v3.1 = 100 plf v4.1 = 160 plf v5.1 = Oplf v6.1 = 0 plf v7.1 = O plf v8.1 = O plf v9.1 = Oplf Call -Out SW -1 SW -2 SW -1 Call -Out SW-3 SW-5 SW -1 SW -1 Rol .2 = "S" Ro2.2 = "S" Ro3.2 = "W" Ro4.2 = "S" Ro5.2 = "W" Ro6.2 = "W" Ro7.2 = "W" Ro8.2 = "w" Ro9.2 = "W" Rol .1 = "S" Ro2.1 = "S" Ro3.1 = "S" Ro4.1 = "S" Ro6.1 = "W" Ro6.1 = "W" Ro7.1 = "W" Ro8.1 = "W" Ro9.1 = "W" Uplift Force T1.2 = - 538 Ib T2.2 = 599 lb T3.2 =0 T4.2 = - 1418 Ib T5.2 =0 T6.2 = 0 T7.2 = 0 T8.2 = 0 Tg.2 = 0 Uplift Force T1.1 = 981 Ib T2.1 = 5350 T3.1 = - 1234 Ib T4.1 = - 1971 Ib T5.1 = 0 T6.1 = 0 T7.1 =0 T8.1 = 0 T9.1 = 0 Call -Cut N /A; T < 1000 N /A; T < 1000# N/A; T < 1000# Call -Out T -2 T -3 N/A; T < 1000$ N /A; T < 1000 12/12/2006 Page 19 Pitzer & Associates 14.0 Shear Wall Load Summary (cont.) Line Total Shear Length Shear per foot Call -Out . (A.2) VTA.2 = O Ib LA.2 = 0 VA.2 = 0 plf (B.2) VT B.2 = 0 lb L8.2 = 0 v8.2 = 0 pif (C. VTC.2 = 26991b LC.2 = 22.5 ft vC.2 = 120 plf SW -1 (13.2) VTD.2 = 53821b LD.2 = 10 ft vD,2 = 538 pif SW-4 (E.2) VTE,2 = 48401b LE.2 = 11.5 ft vE = 421 pit SW-3 (F.2) VTF.2 = 21561b LF.2 = 5 ft vF,2 = 431 pif SW-6 (G.2) VTG.2 = 0 Ib LG.2 = 0 VG.2 = 0 pif (H.2) VT = 0 l LH.2 = 0 VH.2 = 0131f (J.2) VTJ.2 = O lb LJ.2 = 0 vJ,2 = 0 pif 1st Fl - S/S Line Total Shear Length Shear per foot Call -Out (A.1) VTA.1 = 8741b LA,1 = 16 ft vq 1 = 55plf SW -1 (B. VTB.1 = 1 402 I b LB.1 = 15 ft vg 1 = 93p1f SW -1 (C.1) VTC.1 = 6377 Ib LC.1 = 8 ft vc,1 = 797 pif SW-6 (D.1) VTD.1 = 9770 LD.1 = 20.5 ft vD = 477 pif SW-6 (E.1) VTE.1 = 7825 Ib LEA = 13.5 ft vE1 = 580 SW (F.1) VTF,1 = 39051b LF,1 = 5 ft vF.1 = 781 pif SW24X12X6 (G.1) VTG.1 = 0 LG.1 = 0 "G.1 = 0 plf (H.1) VTH.1 = 0 LH.1 = 0 "H.l = O pIf (J.1) VTJ.1 = O 1-J.1 = 0 vJ.1 = 0 pif 3SL Version 6.2 06 -393 2SL 10 GL IBC verl.1.xmcd 12/12/2006 R0A.2 = "w" RoB.2 = "w" RoC.2 = R = "S RoE.2 = "S" RoF.2 = " S" R0G.2 = "w" RoH.2 = "w" RoJ.2 = "w" RoA.1 = "S" RoB.1 = "S" RoC.1 = "S" Ro = "S" RoE.1 = "S" RoF.1 = "S" R = "W" RpH.1 = "w" RoJ.1 = "w," Uplift Force Call -Out TA.2 = 0 TB.2 = 0 TC.2= 1147ib TD.2 = 1618 Ib TE,2 = 756 Ib TF.2 = 1101 Ib TG.2 =0 TH.2 =0 TJ.2 = 0 TA.1 = - 2004 Ib TB.1 = -2107 lb TC.i = 5906 Ib TD,1 = 3593 Ib TEA = 5693 Ib TF.1 = 6476 Ib TG.1 = 0 TH.1 = 0 Tj.i = 0 NIA; T < 1000# T -1 T -1 T -1 Uplift Force Call -Out N /A;T <1000# N/A; T < 1000# T -3 T -2 T -3 T -3 Page 20 Pitzer & Associates D 15.0 Shear Wall & Hold Down Schedules Shear Wall Requirements - Hem Fir values SW -1 Use 7/16" CDX w /8d @ 6" Edge 8d © 12" Field Capacity: S-(242 plf) W -(339 plf) SW -2 Use 7/16" CDX w /8d @ 4" Edge 8d @ 12" Field Capacity: S -(349 plf) W- (489 plf) Holddown Requirements T -1 MSTC40 w/ (28)- 16d sinkers Capacity = 2420# Shear Flow Connectors Simpson L50 Simpson LS50 Simpson A35 Clip T -2 STHD14 /STHD14RJ w/ (38)- 16d sinkers 6" stem wall Capacity: 4295# Simpson H1 Truss Connector Simpson DTC Clip 1/2" Diameter Anchor Bolts (2x) 5/8" Diameter Anchor Bolts (2x) 5/8" Diameter Anchor Bolts (3x) SW -3 Use 15/32" CDX w /10d © 4" Edge 10d @ 12" Field Capacity: S -(428 plf) W-(599 plf) Capacity (Hem -Fir) 85•Ib = 520.1b 4 Connector Spacing: Shear Walls 1 2 3 4 5 6 7 ( 19 13 11 8 6 5 5 26 18 15 11 9 7 7 22 15 13 10 8 6 6 21 15 12 9 7 6 6 6 4 3 2 2 2 2 38 26 21 16 13 11 11 55 38 31 24 19 16 16 ,69 48 39 30 23 19 19, 3SL Version 6.2 Z= T -3 HDQ8 -SDS3 w/ (20)- SDS 1/4"x 3" screws (2)- studs min SSTB28 w/ 25" Min embed Capacity = 7210# in 06 -393 2SL 10 GL IBC ver1.1.xmcd 30-lb 1 =Ib 758•lb ='1 106 It := 1386•Ib SW -4 Use 15/32" CDX w /10d @ 3" Edge 10d @ 12" Field Note 7 Capacity: S -(558 plf) W-(781 plf) Simpson L50 Simpson LS50 A35 Clips H1 Clips DTC Clips 1/2" Anchor Bolts (2x) 5/8" Anchor Bolts (2x) 5/8" Anchor Bolts (3x) SW -5 Use 15/32" CDX w /10d @ 2" Edge 10d @ 12" Field Note 7 Capacity: S-(716 plf) W -(1003 plf) SW -6 Use 15/32" CDX Both Sides w/ 10d @ 4" Edge 10d @ 12" Field Capacity S -(856 plf) W -(1198 plf) Shear Wall Capacity 12/12/2006 SW24X12X6 Simpson Strong Ties Strong Wall. Install per manufacturers instructions. Contact Info: WWW.STRONGTIE.COM Phone: (800)999.5099 Page 21 Pitzer & Associates 16.0 Horizontal Diaphragms Roof Diaphragm For the Roof Sheathing shown, calculate the minimum depth of the diaphragm: CapUFL-- 280 " ".plf 3SL Version 6.2 06 -393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 Front / Rear Side / Side 1/2" OSB (48/24) Wall Line Minimum Depth Wall Line Minimum Depth w/ V1.2 VA.2 8d Nails at 6" O.C. Edges 8d Nails at 12" O.C. Field (1.2) D7 CapUFL D1.2 = 16.3 ft (A.2) DA•2' CapUFL DA.2 0 Any Case" HF #2 V2.2 VB.2 (2.2) D2.2:= CapUFL D2.2 = 27.1 ft (B.2) DB.2 :- CapUFL DB.2 = 0 V3.2 VC.2 (3.2) 03.2 CapUFL D3.2 = 0 (C.2) DC.2 := CapUFL DC.2 = 9.6 ft V (4.2) D4.2 = V4.2 D4.2 = 10.8 ft (D.2) DD.2 :- D.2 DD.2 = 19.2 ft CapUFL CapUFL V5.2 VE.2 (5.2) D5.2 CapUFL D = 0 (E.2) DE.2 := CapUFL DE.2 = 17.3 ft V6.2 VF.2 (6.2) 0 6.2 := CapUFL D6.2 = 0 (F.2) DF.2 :- CapUFL DF.2 = 7.7 ft V72 VG.2 (7.2) D7.2 := CapUFL D7.2 = 0 (G. DG.2:- CapUFL DG.2 = 0 V8.2 VH.2 (8.2) D8.2:= CapUFL D8.2 = 0 (H.2) DH.2 := DH.2 DH.2 = 0 V92 VJ.2 (9.2) D9.2:= CapUFL D9.2 = 0 (J.2) DJ.2 := CapUFL DJ.2 = 0 Page 22 Pitzer & Associates 06 -393 2SL 10 GL IBC ver1.1.xncd 12/12/2006 16.0 Horizontal Diaphragms (cont.) - Main Floor Diaphragm For the Floor Sheathing shown, calculate the minimum depth of the diaphragm: CapL FL C/;171! 3/4" OSB (48/24) Flooring w/ 10d Nails at 6" O.C. Edges 10d Nails at 12" O.C. Field "Any Case" HF #2 3SL Version 6.2 Wall Line (1.1) (2.1) (3.1) (4.1) (5.1) (6.1) v6.1 D6.1 CapLFL (7.1) Front / Rear Minimum Depth V1.1 D1 CapLFL V2.1 021 CapLFL V3.1 03.1 CapLFL V4.1 D4'1. CapLFL V5.1 D5.1 CapLFL V7.1 D7.1. _ CapLFL (8.1) V8.1 D6 CapLFL (9.1) v9.1 D9'1 CapLFL 01.1 =13.2ft D2.1 = 17.2 ft c3.1= 13.7 ft 0 4.1 = 9.7 ft D5.1 = 0 D 6.1 =0 D7.1 = 0 D 8.1 = 0 D9.1 = 0 Wall Line (A.1) (B.1) (C.1) (D.1) (E.1) (F.1) (G.1) (H.1) (J.1) Side/Side D J.1 Minimum Depth VA.1 DA '1. CapLFL VB.1 O 111 CapLFL VC. DC CapLFL VD.1 0 0.1 := CapLFL VE.1 DE CapLFL VF.1 DF.1 CapLFL VG.1 DG '1. CapLFL VH.1 D H _ CapLFL VJ.1 CapLFL DA.1 = 3.1 ft DB.1 = 5 ft DC.1 = 13.1 ft 0D.1 =15.7 DE.1 = 10.7 ft DF.1 = 6.2ft DG.1 =0 DH.1 = 0 DJ.1 = 0 Page 23 Pitzer & Asgociates 06 -393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 17.0 Seismic Check Seismic Shear per linear ft: v1,2e = 157p1f v6.2e = 0 pIf v1.1e = 262pif v6.1 e = 0 plf vA.2e = 0 plf vF.2e = 431 vA.1e = 55p1f vF.1e = 781 pif 3SL Version 6.2 v2.2e = 323 Of v3.2e = 0 plf v7.2e =OPlf v8.2e =O plf v2,1e = 534p1f v7.1e = Oplf vB.2e = 0 plf vG.2e = 0 plf vB.1e = 93p1f vG.1e = 0 plf v3.1e = 100 plf v8.1e = Oplf vC.2e = 120 plf vH.2e = 0 plf vC.1 e = 797 pif vH.1e = Opif v4.2e = 156 p1f v9.2e = 0 O v5.2e = OPff v4.1e= 160plf v5.1e = OPff v9.1e = Oplf vD.2e = 538 plf vE.2e = 421 plf vJ,2e = 0 plf vale = 4770 vE.1e = 580p1f vJ.1 e = 0 plf Page 24 Pitzer & Associates 18.0 Height to Width Aspect Ratio R := H2 �HIAR` h/w Tess than 2 is OK; Greater than 3.5 is unacceptable Grid Line w 1.2 2.2 3.2 4.2 5.2 6.2 7.2 8.2 9.2 1.1 2.1 3.1 4.1 5.1 6.1 7.1 8.1 9.1 3SL Version 6.2 Height of Second Story Walls Height of First Story Walls =w12 W2 2 W33..2 0 '0‘ W 52 62:= 0 :=W9.2 `1 �.,. W1: 13.1:= w3 W4.t W4.1 w5:1 w6,1 w7. 1✓-W7.1 WP w81 06-393 2SL 10 GL IBC ver1.1.xmcd 12/12/2006 H2AR - 4.5 ft H2AR - 2.6 ft 2 3.5 H1AR - 6ft H1 AR -3.4ft 2 3.5 h/w 2w /h Vreqd SW H2AR 2•w1.2 "1.2e I w1.2 - 2.3 MV:= H2AR MV = 0.889 MV - 177 SW - w �4 - 1.7 PAN/:= H2AR MV = 1.167 vMVe - 277 H2AR 2 w3 .2 "3.2e w3.2 - I MV:= H2AR MV = 0.000 MV - 0 w�Y - 1.2 MV := H2 AR MV = 1.667 "MVe - 93 ft H2AR 2 w "5.2e W5.2 MV := H2AR MV = 0.000 MV - 0 H2AR 2 •w6.2 "6.2e - . MV := MV= 0.000 - 0 W6.2 H2AR MV H2AR - . MV = 2.w7.2 MV = 0.000 "7 - 0 W7.2 H2AR MV w8 2 - g MV = H2AR my= 0.000 v MV e - 0 H2AR _ 2 •w9.2 . "9.2e W9.2 MV:= HER MV = 0.000 MV - 0 H1AR 2 'w1.1 "1.1e lb w1.1 - 2.7 MV � H1AR MV = 0.750 MV - 350 ft SW - HIAR 2 •w2.1 "2 - lb W2.1 - 2.3 MV := H1AR MV = 0.875 MV - 610 ft SW-5 H1AR 2 •w3.1 "3.1e lb W3.1 - 2.5 MV = H1AR MV = 0.792 MV -126 it SW - HIAR - 3 MV:= 2.w4. MV= 0.667 v4.1 e - 239 lb SW-1 W4.1 H1AR MV ft w5.1 H1AR - MV = H1AR my= 0.000 " 0 N 1AR - MV:= 2.w6.1 MV= 0.000 " - 0 H1AR 2 'w7.1 "7.1 e - W7.1 MV:= H1 MV= 0.000 MV - 0 H1AR 2 w8.1 V= 0.000 "8 MV:= M - 0 W8.1 H1AR MV W9 R MV: H1AR MV= 0.000 " MV e - 0 - Page 25 Pitzer & Associates 18.0 Height to Width Aspect Ratio (cont.) Grid Line w h/w 2w /h Vreqd SW . A.2 WA 2 WA 2 H2AR = MV := 2 wA.2 MV = 0.000 °A.2e 2e = 0 .w.a „• h WA.2 H MV . B.2 �" H2AR _ 2:0 "B wg 2 wg w8.2 = 1 MV = H2AR MV = 0.000 MV - 0 C.2 H2AR 2 •wC.2 VC.2e Ib L 2 =wC.2 WC.2 - 1.6 MV:= H 2AR MV= 1.222 MV = 98 ft D.2 H H2AR WD.2 VD.2e Ib �D 2^+p wD.2 - 0.8 MV:= H2AR MV = 2389 MV - 225 ft E.2 2AR 2 WE,2 vE.2e Ib 2,�F!wE 2 wE.2 = 0.8 MV:= H2AR MV= 2.556 MV - 165 ft F.2 H2AR 2 WF.2 vF.2e Ib �2 wF wF.2 = 3.6 MV:= H2AR MV= 0.556 SW-6 G.2 MV - 776 ft H2AR 2 WG.2 VG.2e wG 2 = `!G 2 WG.2 - MV : H2AR MV = 0.000 MV - 0 H.2 H2AR 2 WH.2 VH.2e ^+H 2 == wH.2 wH.2 -1 MV � H2AR MV = 0.000 MV H1 - 0 ,w " J.2 ' , H2AR = 2.1? J.2 �J.2e J 2 =, J ; 2 WJ.2 R 2 WA.1 MV := H2AR MV = 0.000 MV - 0 • °,, A �A.1e Ib A.1 WA.1 wA.1 wA. = 1.5 MV = H1AR MV = 1.333 MV = 41 ft B.1 H1AR 2 we.1 v8.1e Ib 6 t =' ?x+8.1' 1 = 0.8 MV := HiAR MV = 2.500 MV - 37 ft C.1 H1A 2 WC.1 vale Ib ft D.1 sTWC 1 = wC - 1.5 1":= My = 1333 - 598 - „ .K .. ' -; wC.1 H IAR MV H1AR 2 WD•1 MV Ib wD 1 ° !ND: wD 1 = 3.4 MV H1AR MV= 0.583 MV - 817 ft SW-6 E.1 !^�E HEAR = 2.4 MV 2 MV= 0.833 "e.1 _ 696 1 b wE:1 H1IAR AR MV ft SW-5 F.1 w�F t ` �wF•4 8 - ft = 3.2 MV:= 2 wF'1 MV= 0.625 °F.1e _ 1250 1 b SW24X12X6 wF.1 8 ft MV ft G.1 Him 2 WG.1 VG.1e G 1 = wG 1 WG.1 - MV: H IAR MV = 0.000 MV = 0 H.1 t. wEi H1AR - MV:= 2 WH.1 MV= 0.000 MV _ 0 _ WH.1 H 1AR MV J.1 HIAR 2.w,1.1 �J.1e J 1 = wJ1 wJ.1 - MV:= H 1AR MV= 0.000 MV - 0 3SL Version 6.2 06 -393 2SL 10 GL IBC ver1.1.xvncd 12/12/2006 Page 26 Pitzer & Associates 17.0 Alternative Basic Load Combinations D +L +(Lr) D +L +(S ) D +L +( R) D +L +(wW) D +L +(wW) +(S /2) D +L +S +(wW /2) D +L +S +E/1.4 0.9D +E/1.4 Earthquake Load, E E= pQe +0.2S E= pQe-0.2S Max Earthquake Load, Em E= S2 +0.2S E= Q 0.2S Special Seismic Loads 1.2D +f1 *L +Em 0.9D +Em 3SL Version 6.2 EQ 16 -13 EQ 16 -13 EQ 16 -13 EQ 16 -14 EQ 16 -15 EQ 16 -16 EQ 16 -17 EQ 16 -18 EQ 16 -50 EQ 16 -51 EQ 16 -52 EQ 16 -53 EQ 16 -19 EQ 16 -20 06-393 2SL 10 GL IBC ver1.1.xmcd 2003 IBC Section 1605.3.2 [274] D Dead Load Live Load Live Roof Load L S R L Snow Load Rain Load Wind Load Live Load Coefficient f1 W 12/12/2006 Page 27 Zipcode Lookup Output! Page 1 of 1 G science fora changing world The input zip -code is 98188. ZIP CODE 98188 LOCATION 47.4342 Lat. - 122.2861 Long. DISTANCE TO NEAREST GRID POINT 3.9455 laps NEAREST GRID POINT 47.4 Lat. -122.3 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10 %PE in 50 yr 5 %PE in 50 yr 2 %PE in 50 yr PGA 31.293449 40.851151 55.394939 0.2 sec SA 66.365044 104.852898 127.370201 0.3 sec SA 59.725670 91.768822 122.026100 1.0 sec SA 20.979300 29.720091 43.530849 The input zip -code is . Zip code is zero and we go to the end and stop. PROJECT INFO: SEISMIC HAZARD: Hazard by Zip Code http:// eqint. cr. usgs. gov /eq- men/cgi - bin/zipcode- 06.cgi 12/12/2006 N STAEDTLER® No. 937 811E Engineers Computation Pad N o 7 STAEDTLER® No. 937 811E Engineer's Computation Pad 5379800340 SILT FENCE TRENCH SYSTEM xc: 06 -04 -2007 THI N NGUYEN 125 SW 148 ST, STE F BURIEN WA 98166 RE: Permit Application No. D07 -020 16227 51 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 01/22/2007 , 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 07/21/2007 . 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 07/21/2007. 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, Ter Marshall 't Technician Permit File No. D07 -020 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 206 - 431 -3670 DEVELOPER'S PROJECT WARRANTY REQUEST FORM I Section 1 - to be completed by Developer Name of Development: 6UI`( i4t t1(J Address: nila4 51 A/ Release should be sent to: Date: Name: 4.4 fit`( Address: 7500 S 1 ''" City/State /Zip - a.� �f S f 7 D Phone Numbe 2 -09 S g 3 W/3 . Description of items to be completed (reference plans /documents where items are described): WOitlW N fit- - WA-`( 01/10 Permit No 1704 O�U As the owner, or $ 1 00 • (150% of value to complete work above) and attach upp documentation for value of work. I will hale this work carried out and call for a final inspection by this date: or risk having the City use these funds to carry out the work with their own contractor or in -house man ower. If I all to carry out the work, I hereby authorize the City to go onto the property and carry out co - - 'on of the above deficiencies. I further agree to complete all work listed above prior to requesting inspection and releas of - funds. 'policy and procedura4ed bookWevrloper's project warranty form Crewed: February 2003 thorized agent of the owner, I hereby submit cash or cash equivalent in the amount of Section 2 - to be completed by City staff Signed: Amount: $ Signed: Title: City Receipt No.: ❑ Cash /Check ❑ Cash Assignment ❑ Bond THIS FUN - IS'AUT ORIZED TO BE ACCEPTED Department Head: Deposited this Date: Received By: I Section 3 -- to be completed byDeveloper All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash /cash equivalent/bond. Developer's Representative: Date: To be completed by Citystaff • I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash /cash equivalent/bond. Inspector: Date: Authorized By: Section 4: to be completed by City staff Amount Released: $ ❑ Check - Check No. ❑ Cash Equivalent — Letter attached ❑ Bond — Letter attached Date Released: Released by: Reference Number(s) of Related Document(s): D07 -020 Grantor: THI N. NGUYEN Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Indemnification and Hold Harmless and Permit Temporary in Nature Along 51 Ave. South and adjacent to 16227 — 51 Ave. South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, utilities and underground power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attomey's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of , i u , 2007. STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that / 1*, N- /49 Lk cier, elid— e the person(s) who appeared before me, and said individual(s) acknowledged ` that he /she /they signed this instrument and acknowledged it to be his/her /their free and voluntary act for the uses and purposes mentioned in this instrument. Dated Cx�(o Yfv7 J .`bit F,pa�Cfr / ��� � . - = .. - Notary Public in and for.the State of Washington v =zs residing at 7 t/K..v kct � N %,�� 5 g 10 My appointment expires CL /6'/ /o - 7 i Author 'red i ire Authorized Signature 41 h DATED this day of J L e, , 2007 GRANTEE: CITY of TUKWILA By: r ) r,:sctiQ tr��ru--) Print Name: James Morrow Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: ut•to L f , A (ckr ( e NOTARY PUBLIC, in and for the State of Washington, residing at " / cA i I c My commission expires: 05---(3 0 May 1.6, 2007 Z ©'d Thank you. Best regards , Allen Johannessen Plans Examiner CITY OF TUKWILA 6300 Soi:thcenter Boulevard Suite #100 Tukwila , Washington 98186 1t; Permit Application #D07 -020 Dear Mr. Johannessen; Per cur telephone conversation of the 15th , 1 am writing to confirm that Ms.Ngupen will be deleting the kitchen function in the garage area . As per your recomendntion , we would appreciate your "red lining" the permit sets to allow for the completion of the review process. If you have any other concerns or questions , please do not hes- itate to give me a call . m Arrow od AREA NOME PLANNERS 2812 CONY AVENUE, EVERETT. WA (5201 il4ON E; (42 258.4400 / (206) 7264111 Wd 10: 1i ikle -9I -i. it4 May 9, 2007 Thi N. Nguyen 125 SW 148 St, Ste F Burien WA 98166 RE: CORRECTION LETTER #3 Development Permit Application Number D07 -020 Nguyen Residence —16227 51 Av S Dear Ms. Nguyen, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Building Department: Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Brenda Holt Permit Coordinator encl File No. D07 -020 City of Tukwila ila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director P:Uennifer\Correction Letters \2007007-020 Correction Ltr #3.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 1 Building Division Review Memo Date: May 9, 2007 Project Name: Nguyen Residence Permit #: D07 -020 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. Only one item of concern still remains. Please address the following comments 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. The garage shows a kitchen as part of the garage. Garages shall be separate from the residence or habitable rooms. In addition appliances installed in garages shall meet the requirements of the code. Please provide the required separation from the kitchen to the garage or remove the kitchen. (IRC R309.2, M1307.3, E4001.2 & IMC 3040.3) Should there be questions conceming the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. April 20, 2007 Thi N. Nguyen 125 SW 148 St, Ste F Burien WA 98166 RE: CORRECTION LETTER #2 Development Permit Application Number D07 -020 Nguyen Residence —16227 51 Av S Dear Ms. Nguyen, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Building Department: Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenzer service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, arshall hnician encl File No. D07 -020 City of Tukwila P:Uennifer\Correction Letters V007\1307-020 Correction Ltr #2.DOC jem Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 4, Building Division Review Memo Date: April 3, 2007 Project Name: Nguyen Residence Permit #: D07 -020 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Budding 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. Please provide a site plan that shows topographical elevation lines at 2 ft. intervals that identifies lot sloping conditions. Building plan elevations and foundation plan design shall be shown consistent with any lot slopes. 2. Elevations show building floor height dimensions, however average overall building height is not shown. Identify total average building height dimensions that show the building does not exceed average height restrictions and where building height shall be consistent with lot elevations (Grade Plane) as described in item #1) above. (IRC Section 202 Story above grade and Grade Plane.) 3. The note for foundation drainage system indicates down spouts connecting into footing drains. Provide additional plan details with revised notes to show a footing drain or a crawl space water discharge system separate from the roof drain system. Should there be questions conceming the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. / February 28, 2007 Thi N. Nguyen 125 SW 148 St, Ste F Burien WA 98166 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -020 Nguyen Residence —16227 51 Av S Dear Ms. Nguyen, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted throufh the mail or by a messenker service. If you have any questions, please contact me at (206) 433 -7165. Sincerely,, arshall hnician encl File No. D07 -020 City of Tukwila a4vto P:Uennifer\Correction Letters\2007\D07 -020 Correction Ltr #1.DOC jem Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: January 30, 2007 Thi N. Nguyen 007 -020 16227 51 Ave S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. The City has design standards for all single family homes constructed in the City. TMC 18.50.050 (5) requires that the front door face the front yard. The current proposal does not have a door facing the front which would be along 51 Ave S. ACTIVITY NUMBER: D07 -020 DATE: 05 -16 -07 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 16227 51 AV S Original Plan Submittal X Response to Correction Letter # 3 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Buil . v g 1 ision Public Works Complete Comments: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 � @I��M�L68RBQ6P�Y PLAN REVIEW /ROUTING SLIP DETERMINATI OF COMPLETENESS: (Tues., Thurs.) Incomplete Fire Prevention Structural TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved with Conditions ❑ Permit Coordinator ❑ DUE DATE: 05-17-07 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: Planning Division Not Applicable ❑ DUE DATE: 06-14-07 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -020 DATE: 04 -26 -07 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 16227 51 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DEPARTMENTS: , � Buil g D ivision Public Works ❑ PERMIT COORD COPY- PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Documents/routing slip.doc 2 -28 -02 APPROVALS OR CORRECTIONS: Incomplete ❑ ❑ ❑ Permit Coordinator ❑ DUE DATE: 05-01-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required ❑ No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE: 05-29-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Planning Division ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: k1/105fr--. ACTIVITY NUMBER: D07 -020 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 16227 51 AV S Original Plan Submittal X Response to Correction Letter # 1 DATE: 03- 22 -07 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 10 Incomplete n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents routing slip.doc 2 -28-02 PERMIT COORD COPY `- PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Structural Review Required Approved with Conditions ❑ 1 64- Bldg Fire ❑ Planning Division ` Permit Coordinator ❑ DUE DATE: 03-27-07 Not Applicable ❑ ❑ No further Review Required DATE: El DUE DATE: 04-24-07 Not Approved (attach comments) DATE: Ping ❑ PW ❑ Staff Initials:�y`" DEPARTMENTS: Buil Complete (/I ing uivision Comments: Please Route Notation: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -020 DATE: 01 -22 -07 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 16227 51 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued TUES/THURS ROUTING: REVIEWER'S INITIALS: s,,. PERMIT COORD COPY 61- ,4w' 2 1 d ett �•�6 Fire Prevention P arming Division P bli orks z Structural ❑ Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Documents/routing slip.doc 2 -28 -02 DUE DATE: 01-23-07 Not Applicable n No further Review Required Permit Center Use Only s� CORRECTION LETTER MAILED: 07/1 I , ' Departments issued corrections: Bldg ❑ Fire ❑ Ping igt PW ❑ Staff Initials: DUE DATE: 02-20-07 FROM : I Revision subrdtYais must be submitted in person at eke Permit Cents. Revision will not be accepted throt4gh the magic; ctc. Date: 5 CD • d 1 Q Response to Incomplete Letter N Response to Correction Letter # 3 (� Revision # � _ after Permit is Issued (I Revision requested by a City Building Inspector or Plans Examiner - Project Name: N ' u en Residen e 1 Project Addrus: Contact Parson: Thi N. Nguyex Smeary of Revision: re E 1 t'4 T -- v City of Tukwila epartmaat of Community Development 6304 Southcenter Boulevard, Suite l/I00 Tukwila, Wuhit► 9816$ Phone! 206-431-3670 Pax; 206. 431.3665 Web site: egiaboyallidzealuxt. Sheet Number(s): "Cloud" er hLgit!Jgbt all areas of tevislott laid! d! date of Lehr Received at the City of Tukwila Permit Center by: Ft tered In Permits Plus on v'` *011esifo leralsaisa �catsml on .noon Ciudad: 5.134004 Revised: FAX NC. : May. 14 2027 06:04PM P3 Plan Cheek/Permit Number. I}47 -OZO , Ore Stool AI ArfuUst, Mayor Steve Lancasrer, Director erTY �KYV71A MAY 16 20071 tER torr CENTER Phone Number: CG b 3& Wd 00: TT 4002- 9T -ACW FROM : Date: • 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: lu kwjla.wa•us Revision submittals must be submitted In person at mall, Permit � enter. Revisions will not be accepted through the O Response to Incomplete Letter # Response to Correction Letter # �^ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Nguyen Residence Project Address: 16227 51 Av S Contact Person: ` r1+ 1 tewl..tert�� Summary of Revision: ll )( I S rIMG p o�.�Eb G.• c e ez • J EgAe.e. ',WE • G. GR.dDe - / t ,6. -I, Sheet Number(s): "Cloud" or highlight all areas of revision including d - e of revision Received at the City of Tukwila Permit Center by: k Entered in Permits Plus on pplicatons arms -app icat�ons on linclrevicion submimal Created: 8 -13 -2004 Revised: FAX NO. : Plan Check/Permit Number: 3 • 1bw atSfv5 1 ilpr. 22 2007 03:33PM P3 D07 -020 Steven M. Mullet, Mayor Steve Lancaster, Director RE evED CRY OF TUKWILA APR 26 2007 Phone Number(t04 Z-Z S • ct 1 dm* a ec...eyiten D et E LE'/A tc04S ' f o RA C a gt e d FROM :BC —DRUGS City of Tukwila FAX NO. :2062770501 ar. 16 2007 10:54AM P1 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 Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the nail, fax, etc. Date: Plan Check/Permit Number: D07 -020 RECEIVED CITY 4i= TUKW1IA MAR 2 2 2007 ❑ Response to Incomplete Letter # El Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner `"" °' :E Project Name: Nguyen Residence Project Address: 16227 51 Av S Contact Person: - r -iA - 1 Phone Number: 2'2 z/l -gg R'4 Summary of Revision: Sheet Number(s): . "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applicationsTurms- applicanons on line evision submirta Created: 13.13 -2004 Revised: Residential Sewer Use ( , rtification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type 16 vz. / 5r d ft-v6= 5 . Property Street Address 7nKk1Z t 9 City State ZIP /•ti Al if 1) atC- AinflYc 1 pc, -/ /11i tY Owner's Name 1115 S& 14F 5T. 5TE, f Owner's Mailing Address City 41/36 — e2-4/ — q °1 Owner's Phone Number (with Area Code) G— 4 24 I —9 /SA Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name City iVD Street Address Signature of Owner /Representative ituTh or 6,6 State ZIP State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) IV. Single- family (free standing, detached only) 1.0 Multi - Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 1.6 ❑ 3 -Plex (0.8 RCE per unit) 2.4 ❑ 4 -Plex (0.8 RCE per unit) 3.2 ❑ 5 or more (0.64 RCE per unit) No. of Units ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 - If Multi- family, will units be sold individually? ❑ Yes GLI,No If yes, will this property have a Homeowner'•s Association? *fes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206- 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity char e. x 0.64= 1PF Date Q rj /D Subdivision Name Building Name V - L 1114 e Sewer District Date of Sewer Connection Side Sewer Permit Number 37 ggb 074 Required: Property Tax Parcel Number Lot Number Block Number Print Name of Owner /Representative N 7 bL/ /tJEr6ty 1057 (Rev. 10/04) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer i King County Department of Natural Resources and Parks Wastewater Treatment Division HWEIVED CITY orTi II(MlA JAN z2flifi! PERMIT CENTER Subdivision Number Please report any demolitions of pre- existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre - existing building? J Yes ❑ No Was building on Sanitary Sewer? at Yes ❑ No Sewer disconnect date: Type of building demolished? 9iAIC /E= — F4f i /&/ Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No Part A: (To Be Completed by Applicant) Purpose ertificate: . aiding Permit ❑ Preliminary Plat or PUD ❑ Other t'. Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: �,�' Aj o ay oti Phone: 2 0 6 _ 2 2 5 --07 g Property Address or Approximate Location: Tax Lot 1 22 7 5/ '41 or_ . so. -u. «/ s 537 q xD 0 3 - a , Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) Lf 1. IX! a. Sewer Service will be provided by side sewer connection only to an existing 6 size sewer 09 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or RAVED ❑ (3) other (describe): CaLlagillkwILA JAN 2 2 2007 PERMITCENTER 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. ® a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County /METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co /Metro without notice.) b. Easements: ❑ Required ❑ May be Required • c. Other: fr CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY her Residential: $50 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability y certify that the above sewer agency information is true. This certification shall be valid for one year date of signature. - nef 4 - Title /] 14816 Mi"ary Road South P.O. BoL,9550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 Commercial: $100 D r)04.--02.0 Applic 's Si ‘.0 ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not.constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle; City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state,localand District laws, ordinances, policies, and/or regulations in effect at the time of such application.'' I acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. n/ /7 7 Date N W A 4 2 0 as Q N . c C es N E O O m r. c !. C N . C Oa d LO �ricd «a . � Ea6 22 S Ec'v; c 0 0 v • E i C Y C C d 0 C >.2 E2' y 0 Lt ; 0 m E g 74' 2 O � fd � o c o ✓ O O m C O .Lt' m O c O N C co C O C Of . L N O C y V US f.7 y 7 j U N O E N • y N U N C N N f6 L C O ' Q P- 13 E c dE E co O c CO ` 2'0 l E _$ • § VoRacio 3 C N N V • 0 da y C N O N O . O N N'C O , C C U Owner Information: Agent/Contact Person g Owner Name: Thi Nguyen Agent/Contact: Owner Address: 16227 51st Ave So Agent Address: Owner Phone: 206- 225 -0738 Contact Phone: 3. CITY OF TLIKWIL' Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 art A: To be completed by applicant Site Address: 16227 51st Ave So This certificate is for the purposes of: BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ REZONE Estimated number of service connection and water meter size(s): One - existing 5/8" service - see conditions Vehicular distance from nearest hydrant to the closest point of structure is 80' +- Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature PART B: To Be completed by water utility district 1. The proposed project is within 2. No improvements required. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: New home to be 5,000+ SF including 6 1/2 bathrooms. Project may require up- graded water service. Project will be charged Time & Materials for upgrade. Additional GFC charges may apply depending on size of meter required. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1000 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. Water Availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B - are met. ❑ System is not capable of providing service to this project I hereby certify that the above information is true an Agency /Phone CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: (attach map and legal description showing hydrant location and size of main):. Remove existing & rebuild ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION TUKWILA HIGHLINE WATER DISTRICT / 206 - 824 - 037 By THOMAS KEOWN DISTRICT ENGINEER Date Permit Ceh...Building Division: 206 -431 -3670 ❑ OTHER /King Public Works DepartmentCnv �EI� 206 -433 -0179 ► U/�� Planning Division: JAN 2 2 2007 206 -431 -3670 PERMITC R (City/County) 1/16/2007 Date r8 16215 M8916 16049 M1127 16051 M14806 16205 M1131 16211 M 14807 16218 0 0 16219 - CC M10838 M14808 t o 21 - 0 16226 Y 16227 o cf3 (I- M 10850 T I I 1 I ) �� o ESMT. F0 J I EGRESS UTp A Y B M16719 D — — 1FWER-TS ..r. 1 16238 M10o94 1fl 67201' — —22 16239 M14809 133.35 16036 LOT 3 M853 ° 16054 16210 M844 57396342 AV0038 16218 M12670 16226 M14804 16040 M12229 39.91 45.99 0 V 75 75 a tA /3 4907 M7899 — TUKWILA ORD. 1314 T r ‘t � �N Cl) CO V17 co M856 V1757 2 133.35 o z 16026 o LOT 1 96 M22384 15 c 0 0 I M14OUJ 151.50 LOT 2 16030 ° M852 1 69.54 LOT 4 16022 M22385 •43 4n h 4 0 SOUTH SEATTLE WATER COMPANY : TUKW 51 MIL EsMT.S. 163RD PL. KWLA �TIERR'AC oto 911 110 —SEA L A i0.. Print Report for 16227 51st Ave S Date: Tuesday, January 16, 2007, Time: 09:43:41, Page 1 from hwd -eps 04 -27 -06 no change to settings ID Static Demand IStatic Pressure Fire -Flow Demand Residual Pressure Available Flow Available Flow Pressure (gpm) (psi) (gpm) (psi) @Hydrant ( 1 2016 0.80 88.69 1,000.00 76.52 3,017.12 20.09 2 4690 0.80 95.15 1,000.00 81.67 2,942.77 20.09 Print Report for 16227 51st Ave S Date: Tuesday, January 16, 2007, Time: 09:43:41, Page 1 from hwd -eps 04 -27 -06 no change to settings APPLICANT NAME: Thi Nguyen Customer Initial Date ATTACHMENT TO HIGHLINE WATER DISTRICT CERTIFICATE OF WATER AVAILABILITY The following terms and conditions apply to the attached Highline Water District Certificate of Water Availability. 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to King County Department of Development and Environmental Services, the Cities of Des Moines, Federal Way, Auburn, Kent, SeaTac, Tukwila, Normandy Park, Burien, or local jurisdictions. This Certificate of Water Availability is between Highline Water District and the applicant only, and no third person or party shall have any rights hereunder whether by agency or as a third -party beneficiary or otherwise. 2. As of the date of issuance of this Certificate of Water Availability, Highline Water District has water availability to provide such utility service to the property that is the subject of this Certificate, and the utility system exists or may be extended to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between Highline Water District and the applicant, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water will be available at the time the applicant may apply to Highline Water District for such service. 3. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire suppression system for a specific location. Customer is responsible to field verify the specific water pressure at the meter at Customer's specific location for Customer's specific needs. License Information License JPKITKB958OB Licensee Name JP KITCHEN & BATH REMODEL Licensee Type CONSTRUCTION CONTRACTOR UBI 602535991 Ind. Ins. Account Id #2 Business Type INDIVIDUAL Address 1 7500 S TAFT ST Address 2 City SEATTLE County KING State WA Zip 98178 Phone 2063837913 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 9/2/2005 Expiration Date 9/2/2007 Suspend Date Separation Date Parent Company Previous License JIMTACC972JM Next License Associated License Business Owner Information Name Role Effective Date Expiration Date PHAN, JIMMY OWNER 09 /02/2005 Bond Amount Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #2 DEVELOPERS STY & INDEMNITY CO 743365C 08/31/2006 Until Cancelled $12,000.00 08/24/2006 Look Up a Contractor, Electric.; an or Plumber License Detail Page 1 of 2 M Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I 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. https: // fortress .wa.gov /Ini/bbip /printer.aspx ?License= JPKITKB958OB 06/04/2007 fitter fabric infiltration trench 7". OR IEcuAL POST. 4 PLAN VIEW NTS SECTION A NTS • 4" rigid or 6" flexible perforated pipe USE IRRE FMCS FUER FA = CM F 14 FA. MRE S/4 KAM ROC WEitY GRADED oR otS'IUF.D STE TX r OR EMIR- POST, 4' 0.C. BURY BOTTOM OF FABRIC MA1ERuL M 8 12' TRENCH SLTATION CONTOL FENCE DETAIL ran TO SCALE TEMPORARY GRAVE CONSTRUCTION ENTRANCE NOT TO SCALE 4" rigid or 6" flexible perforated pipe overflow – splash block \ USE STAPLES OR HIRE WIGS u BURY BOTTO4 OF FAARIC MATERU'J W 8 - x12 TRENCH FIGURE C.2.B TYPICAL DOWNSPOUT INFILTRATION SYSTEM — lever --- - washed rock Oo V 0 Q Do (12 ° fi ne mesh screen PROFILE VIE ' NTS ° ° 000O e d ° a oC Q 9 4 0 ° V Q o v p ¢ Q�r 4 ❑ ° Q � o a e7 e 0 C.2.3— INFILTRATION TRENCHES AND DRYWELLS washed rock 1 1/2 " -3/4" roof a drain - sump w /solid lid n roof drain r oil/water separator CB sump w /solid lid compacted backfiiil 4" rigid or 6" flexible perforated pipe - 4 3 " E 1gt'r►` -rte ?I re- ft(7f - c t 7 ) gcoUT H "Di= ' ti pc:*) - - r re c--) PFA 1 s � 11 N o i L � ovti HA-e Cr -f-r.) I � 1 0 F a . Pe ce• t1 N t LEV. e � I - 1 T . a PA_ k -e- L utu ' - n r r Pc7P srou r •v'I P L. 0- Nj v��a ft- G t2 1.1, -r T om - 1 a_ & r ex I LE c 'IM HlG1LJ s fi 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. w Final acceptance is subject to field inspection the Public Works utilities inspector. Date: By: G1 1 0 1 NJ TQ DIRAw1 NJ QS ■ c1 V1GIJ11 - ' i- Trr orJ T L I/ c===. J, VAT I LIJ r L A rJ r urn rz"HitsJc=. r<oct Ge AL 1%) T--E E , E E Gc'2 tA E L A fi 'TA L 1 � L�� I , L urreiv L � �� 1 Hwe-N1L •v, -'o 1 - 7F 0 0 - 1 itu QE") kJ e : J€ J'r , D/ 1- - A2 1 E > � � - � - AN/ - c, U N },.11 L .. PA °> j - tA?c FA7c'ei. 21 5 MC MICKEN HEIGHTS DIV # 2 UNREC LOT 2 OF KC SHORT PLAT NO 577105 RECORDING NO 7710200822 SAID SHORT PLAT DAF - BEGIN NE CORNER OF NE 1/4 TH N 89 -59 -10 W 356.10 FT TH S 00 -15-50 E 756 FT TO POB TH S 89 -59 -10 E 355.74 FT TO EAST LINE OF NE 1/4 TH S 00 -14-13 E 145.20 FT TH N 89 -59 -10 W 355.57 FT TAP BEARING S 00 -15-50 E FROM POB TH N 0045 -50 W 145.20 FT TO POB LESS CO ROADS — AKA TRACT 21 OF BLOCK 5 OF MCMICKEN HEIGHTS DIV NO 2 UNRECORDED PLAT Ci1'4r OF Tuk 2 6 2007 TAN() D STORY LIE< 1=,A M I .LY ERAS 1:0aRlO E AREA SUMMARY MAIN FLOOR PLAN : UPPER FLOOR PLAN : TOTAL LIVING SPACE : 5307 S.F. COVERED ENTRY : COVERED TERRACE : COVERED BALCONY : MSTR BALCONY : WORKSHOP : GARAGE : GLAZING : REVIEWED FOR COOS COMA APPR Iran review approval is subject to errors and drnission . Approval of construction documents does not authorial the violation cf any accepted code or ordinance. Receipt of approved F::J Copy and condo iS adcnovirledc ° City of Tukwila BUILDING DIVISION No chan es I � - - -_- sii be mada to the scope cj V' C: scut prior approval! cr r;:° ti3 Building DivEc%,n. NOTE: rzvl.: :ers Mil require rzn az:7 include additional ran r�;vIa.y fees. CORRECTION LTR# 160 S.F. 235 S.F. 235 S.F. 30 S.F. 225 S.F. 705 S.F. 1017 S.F. = 19.1 % I E --, zn,,ATE PERMIT ! ::ZRED FOR: IC Meehan cal if Electrical iG ;urnbing as Piping :7 of Tukwila E U :LC:N 3 DIVISION 2686 S.F. 2621 S.F. z 4 t W 0 a w AREA HOME PLANNERS THE I3UILDER/CONTRACTOR MUST VERIVI: DIMENSIONS, SIZES AND DETAILS PROIR TO CONSTR'UCTION. THE DESIGNER'S .0,Esiol4S113iLirild TERMJNATES UPON THE ISSUANCE OP. iiiiiiliNG PERMIT AND DOES NOT ASSUME LtAi3iLifie it* Ai■I) ERRORS OR OMMISIONS. ALT. GOVERNINd tODES AND REGULATIONS SHALL StiPEkcEtt • rititsE DRAWING AND WRITTEN DIMENSIONS I-IA:VE PRECEDENCE OVER SCALED i iRtSIDENTiAIL DESiGN AND ORA:PIING SERVICE 1 . . Citstonri Plans, Stock Maris, keitiddele & Additioii8 =. 2I312 Colby Avenue, Everett WA 98241 Phone: (425) 258-6400 Fax: (425) 742-8130 THE NGUYEN RESIDENCE 16227 51ST AVENUE SOUTH, TUKWILA WA 98188 tgi 1 et di 0 11 — 71 (,&› 1-/\/.2.oe' HT" r1 t 1"1 L ›- r 41= c=c=r ik.,) FP L A N 5 3 0 AREA HOME O ME PL ,.N N E R S VEIUFY E E N DIMENSIONSD SIZES AN O D DETAH S �PROIR TO CONSTRUCTION. THE DESIGNER'S RESPONSIBILTTY TERMINATES UPON THE ISSUANCE OF BUILDING PEANIIT AND DOES NOT ASSUME LIABILITY FOR ANY ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCEDE THESE DRAWING AND WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED /'\ \ . / \ N 7 RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plaits, Remodels & Additions 2812 Colby Avenue, Everett WA 98201 Phone: (425) 258 -6400 Fax: (425) 742 -8130 \/ / / ...--""\ r rn rn r rn 0 z /AA g, 101- o . e 'r", iISE W,� AJ 7 r 7 N z \ N N. m r \ N r 0 z f N 7 \ N \ 7 / / /'\ \ . / \ N 7 \ \/ / / ...--""\ r rn rn r rn 0 z /AA g, 101- o . e 'r", iISE W,� AJ 7 r 7 N z \ N N. m r \ N r 0 z f N 7 \ N \ 7 z . \ 7 N \ \ . / \ N 7 7 ...--""\ r rn rn r rn 0 z /AA g, 101- o . e 'r", iISE W,� AJ 7 r 7 N z \ N N. m r \ N r 0 z f N 7 \ N \ / \ . / ...--""\ r rn rn r rn 0 z /AA g, 101- o . e 'r", iISE W,� AJ 7 r 7 N z \ N N. m r \ N r 0 z f N 7 \ N r rn rn r rn 0 z /AA g, 101- o . e 'r", iISE W,� AJ 7 r 7 N z \ N N. m r \ N r 0 z f N 7 \ N AREA HOME PLANNERS REVIEWED FOR CODE COMPLIANCE APPROVE 0 24 20 - City Of Tulmila rvildr-• NvISION — t‘ PTZER a ASSOCIATES 12015 MARINE DRIVE, #514 MARYSVILLE, WA 98271 (425) 308-8070 STRUCTURAL REVIEW THIS DRAWING HAS 140:24 REVIEWED POR STRUCTURAL REQUIRWENTS ONLY PER THE ATTACHED LETTER AND/OR CALCULATIONS V1 0 1.) (.57 - - - - MAIN FLOO _ 11 cV i e — A • i'•NAle COVERED ENTRY : COVERED TERRACE : COVERED BALCONY : MSTR BALCONY : WORKSHOP : GARAGE : GLAZING : : 40 - 17c - KJP I 0.,ecF H W1 .. .51-1Te, }-y 104 AREA SUMMARY MAIN FLOOR PLAN : 2686 S.F. UPPER FLOOR PLAN : 2621 S.F. TOTAL LIVING SPACE : 5307 S.F. 160 S.F. 235 S.F. 235 S.F. 30 S.F. 225 S.F. 705 S.F. 1017 S.F. = 19.1 % 0 Ct r RECERIED MTV Cr TLIWAILA APR 26 2007' z • 4 7 Lr z VOID IF NOT WBT STONED PITZER & ASSOCIATTES 12015 MARINE. I3RIVE, 4514 MARYSVII LE, WA 98271 (425) 388 -8070 STRUCTURAL REVIEW 94TI5 DRAF NG HAS BEEN REVIEWED FOR STRUCTURAL R3QU1 REM1 NTS ONLY PM THE ATTACK LETTER AND/OR CALCULATIONS REVIEWED � CODE COMPLIANCE ,APR city of T:vislairr. MAY 2 4 2001 0 t. • EEER FLOOR • ' — o o w -I _i v ‚ 99 .11\ - 6 ) 4 0 4 APR 2 6 2007 z d a 11 THE BUILDER /CONTRACTOR MUST VERIFY DIMENSIONS, SIZES AND DETAILS PROIR TO CONSTRUCTION. THE DESIGNER'S RESPONSIBILITY TERMINATES UPON THE ISSUANCE OF BUILDING PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS EFIALL SUPERCEDE THESE DRAWING AND WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED SIGN AND DRAFTING 1 5 1 1 - 1 .1,4 1 ONJ v 1' Ci�►+ ' fie) ep� c� II ■1D! 1111 I OHM rH �e -t: 11 • o + a : .r[(p r *- 1 r 7 l T b/ G G (9 `cr7 G c2 ''fi 4►J IA 11.1 , 1 P / =r7 er F. 1 4 A 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 1 /2" 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.) BY: JOB PITZER & ASSOCIATES 12015 MARINE DRIVE, #514 MAR (42 V 5 OS-11070 &271 STRUCTIURA REVIEW MS DRAWING HAS BEN REVTLWM FOR STRUCTURAL REQLZREhaINI S ONLY PER THE ATTACID LEI`IZ- DIOR CALCUTAT!. VOID iF NOT WET SIGNFd3 02o -)r 1\ c)te ; • r- ne e CriTicAl-) 1 0 0 l q0 • FISCETVM OF TUKWILA 'APR 26 10071 PER7v:IT CE.i4 t_b c 0 m - n r - n Dv Z 0 I ff /1- C r a H) MEM r I r ' - 1 PLAN 5 3 0 71 0 �krL� l,lX11t - - t i c ) M 2 0l 17 ur z 9. 1 / 1ti I L I __ 9 : : it 7t / // ( AREA HOME PLANNERS RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plans, Remodels & Additions 2812 Colby Avenue, Everett WA 98201 Phone: (425) 258 -6400 Fax: (925) 742 -8130 3 THE BUILDER /CONTRACTOR MUST VERIFY DIMENSIONS, SIZES AND DETAILS PROM TO CONSTRUCTION. THE DESIGNER'S RESPONSIBILITY TERMINATES UPON THE ISSUANCE OF BUILDING PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCEDE THESF DRAWING AND WRITTEN DIMENSIONS HA' PRECEDENCE OVER SCALED - _o 4- —+ — 4 -- c U .10miwompli • 1 If I •••■■•■••■.. ••■••11 —9 1 EID icc;c=t- 4 . P- - 1 - 1-1 fi AREA HOME PLANNERS RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plans, keniodels & AchiiiioriS 2812 Colby Avenue, Evereii WA 98201 Phone: (425) 258-6400 Fax: (425) 742-8130 THE BUILDER/CONTRACTOR iviUST VERIFY. DIMENSIONS, SIZES AND DETAILS PROIR TO CONSTRUCTION. THE DESIGNERS RF-SPONSII3ILITY • TERMINATES UPON THE ISSUANCE Ot BUILDING PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCEDE THESE DRAWING AND WIUTTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED SeNERAL NOTES CONIRAGTOR SHALL vERFY:ALL51TE CONDiTIONS AND Dii`ENSiONS PRIOR 7O CU 1 MEADOW. C.C'iPLY W1T14TI-IE FOLLOWING C.QDF 2003 MT-NATIONAL RESIDENTIAL CODE .2003 WASMINGTON 5TATE paa - Y .CODE OTT lE APPLICA.BLE CODE5 BY -ILIR15DfcTION. 6EN AL STRUCTURAL NOTES ATE SHALL - BE FC '2500P51 <w-.26 DAYS. 5-1/2' SACK Mx. m 1341 SMALL - BE ASTM - 65_ GRADE-40' / GRAD1=.60`S.AND LARGER_ FRAMING LUMBER SI4AI I - S S E PERJLLLPA STANDARnS. LIGHTFR.Ar1f 4 . SFIIDS •1- F- StANDAI'sD - 5 TRuclUR,4LJO15TS t=PLANKg 4- F- BETiER :BEAM 4 - STRINC. RS DPI OR B.ETTE12 (OR7"Si POSTS AND 'T TIES I DP, OR EBETTcR COR F5 :1330 MIN..) GUI-LAM .24F V-4- STANDARD MICROLAM5 LS E PARA,LAMS .20 _E ROCF - T J55E5 3HALLEE'DESIG+IED BY.LICENSED U.L&S -L STATE B 1CR SI-EAR NALUN AND LATERAL S12AC11 s.S 44L1- I'l ACCORDAN .WITH 1RC . INSULATION L FACED >34TTB.AR _L.APPED AND FASTAPLED AT PRAMNIG 1"E<"!!3 2. ALL EXTERIOR WALL CAVITIES ARE RUED .__ •} INSULATION, INCLUDING. ALL G4VTT1 s ISOLATED DURING * A1` 11hfCs ,.WlRfNG,. NOT CC`1P .55 INSULATION_ 3.. ALL RECESSED XTL 5 IN •1'IOR WALLS WAVErRIG1D - BOARD INSULATION BE14MD TT- IE1-t,. 4z UNDEROOR INSULATION 15 PF TED - Err L.AT4, TIIIfNE, oR OTHER NON- CCMPRESOING MEAN& •ATTIC:-ACCESS IS SA -ER- STRIPPED AND INSULATED_ AASHINGTON STATE ENERGY GODS PGRIPT1vE PATH. SE SFT i� ALL 120 +/OLT I5 4 . 20 .AMP fMC"cPTAGL. 5 iNSTALLIID M 134 ROOMS, UlET COL2•41 r2 TOF3, GARAGES' .Atop =DOORS SHALL HAVE GFI PROTr.CTiON. TUB 4 $ 4CUER3 TO Cc - !PLY WITH LEG WATER R= 5I5TANT GUM TO 10° 43 DRAIN. FIRE BLOCK BETILE 4 STUDS. 51 -101ER I-EAD FLOW LIMITED 70 25 GPM ALL a eZmi 3Cz WITHIN 10" OF DRAIN. L5" Rr Lr UNDER VALLEY FL4SI -LING. PROVIDE A TOTAL CF 1 1 ' 5= NET CRAWL SPA VENTS. PROVIDE A TOTAL CF !E ° E5 sI= NE-1 ATTIC SPA VENTILATION (112 r4E1 ROOF .J.4Q 5 OR RIDG -E VENTS t 1/2 BIRD SLOCK OR s lT VENTS) AASf'fINLSTON STATE ENERISY CODE NOTES SENERAL PROVISI L ALL STRIGTURA.L SOFTWOOD PL7WO:7D, PART1CLOARD, L1/.4=R BOARD AND 0513 BOARD STAMPED 1111114 EXPOSURE i' OR "ECTERIOR'. .2_ WATER I- EATr'R STORAGE TANK L 4 Et ED .45 ME Tf 19137 NAT'L,4FP1-IAN ENERGY CaNSERVATICN ACT. ASHRAE STANDARD 90A -I980 INSULATED TC R -16_ CN R -10 PAD iP LOCATED OVIER LARNN.ILATED SLAB 3_ iN.SUL ATE_ Fir AND GOLD WATER PIPES TO R-3 N UNI-EATED ARE 45. -4_ aaf- EOLLER REGULATOR TO LIMiT -or WATER DISCPAR C TO 23 GPM. 5 WOODSTOVES AND FIREPLACES 14.4vETIW4T DOCKS, OUTSIDE COMBUSTION AIRDUCTED TO FIROx WITi4 CCE IE LE . DAMPS MR+L6• SQ iN_ VENT AREAT1GHr Fi - rlNts FLLE D AM1=Se3 REG711RED. 6_4LL GAS - AND OiL COMEL18TION .APPLIANCES WAVE A- DIRECT' VENT OR FORCED DRAFT VETTING_ 'L FECESSED LIG} -IT ARE 1.= RATED DOiJBL?E WALL C.AN LIGHTS OR 1111THIN SEALED OF 113 BOX -N. • MIL ELACJC POLY' VIS2UEE4 IN C RALLL SPA C'�c T1-fE WASI IINSTON..S.TAr ENER6r CODE 'PRESCRIPTIVE REQUIREMENTS FOR GROUPR OGGUPANcr CLINATEZON - 1 OPTION .x, FLcoR -AREA, GL4z!?4 u- FACTOR DOOR VERTICAL _.AD u- VALUE CERANa VAULTED =LNG_ N WALL WAl- 1 - -INTt ►114LL -E?cT. ABOVE BEL= 1 �1L FLOOR GRADE GRADE GRADE SLAB CN GRADE 12%. X33 _058 .0:40 0313 Iii_ _UNLIMITED' .10_4.0 @58 1. 020 - 020 0.20' R-38 R -3S R -38 R -15• R -IB R -21 R -21 R -2I R -21 R I0 R -10 R-10 R -30 R -I0 R -30 R -10 R-30 R -10 AIR .SEALING L ALL_ PLIJMBMG, ELECTRICAL, - Aim41vAC'Pe •ET 41'IONS IN 'FLO0R,ALLALLS , AND CEILINGS ARE CAULKED AND 8 A1.* -D .2.- 111-1ERE PII■ 7RAT1GN5 t./.4 A FIRESTDP,DI5CUS5.WOT4 BWL.LiNa ClCall.. 3. ;=r EC11 1 .4L OUTLET.. ND.I ir d-}TSUIITC>{"80>M3 ON ECTER1QR -WALL51 11.5T .SE SE AL rn. AT Tf- fE: BACK OF 11- ER=CPTACLEDR SEALED ILEIT14 F4C 1 ATE &4 4. SEAL R.111 J0i5T' HEATED FLOOR CR.LL5= PRODUCT LIKE '"TYVFJ[" JON $XTE RIOR_ 5. YAP-OR BARRIER SHALL x3E STAFL D 'GATT$, 4 MIL VlaoLIEZN OR AN.APPROVSD VAPOR BARRIER PAINT. NON . I- }EAT - RECOV - "r VENTILATION L WHOLE i4OUSE YETITILATIGN FAN 15 CAPABLE OF 'EXHAUSTING i5 •CFrl FROI'T:E4G3.1BEDRo0M AND °5 . M RR:0 t.£4CM CCf">SINEDJJYMCa.A A CCFM- RATING- i :CP - ROOMS &) 2- 11A-10LE VENTILATION -FAN HAS Son- - - AUTOMATIC- AND 3_ -1OLE HOUSE FAN 4A5 -A SOI.E OF -415 OR -la RE • FROI`i • -4. ALL - LALISTFS NS OR:DUCTS 14. IIRTTiNG BACCDRAi± rDAMPERr. 5. EACM C01'1BINED LUVIh1Cz.AREA.H45 -A FIE54 AIR SoUR= CPORr OR.IIIINDOW ST7'LEJ OR VEN'i Cam PROVIDING iS -cRl OF OUTSIDE Alit. •b. AIR. iNTAt -SCURES WAVE 'PROVISION FOR FLOW. CONTROL - 70 LIMIT 'I S5. AIR FLCWiAIp TION a /B° TT r' 'X' GEM (3) ZrX Th = RAILING Wi-IERS SPACED SO T4-1.4T -42 SI "Tf4RLL x:4- KICK, fE LU N 4 'FLOOR = JOISTS PER`FIL4N. 1 --2 " CONTINUOUS -14ANDRAiL -0= 34 " -_38's `RETURN _ENDS TO WALL 2.." - r1s4 'TYPICAL VENTILATION L._ SPECIFIC -AND .U1 -I0LE v9IT1LATICN SYSTEMS ARE *REOLII . ;d-S CUR :" •SP__C IC VENTILATION 15 RZLAIIRED IN :-;_14c3-1 HC(TCi- 0.4.'B,ATi 7-1, WATER CLOSET, LAL DR r FACILITY, INDOOR _SWIMMING POOL, SPA, AND •R7CEMS -LLHERc _EXCESS WATER vAP1OR OR COCKING OR COCK1N ODOR !S R^RODucEo. - B.411 15 RECEUIIRE MiN. 50 C K1TGi- fiS!1ROJ S C9 • f3.- 11A -f01: -WCVSE VPMILATiON R EOUIRFar -AT LEAST 35 -AIR 5 PBR MP-JEW-NOT MORE • TWAIN - CaANcE5 PER FdOl1F2111fTF F - A 1'Ilf� O Fv C.17"1.EAC -1 BEDROOM P1.1JS AN ADD iTiONAL:15 OR Mori co 1 NED - AREAS. -2. ALL YE NTILATia 4 SYSTEMS SHALL: i_AD1L'T err e E. :3. 50 VENTILATION SY5TITiS' SHALL SE: C.CNTROL,.LE: ° ErrM ANUAL :SWiTCFES, Di31•p11tDEFERS,Tom, OR OTHER.AF'PROvED DEVISE. 4 IHTERMIT'C9.LTL"r_OPERATED _WHOLE MOUSE VENTILATION LE31 Iir118 81- FALL- I- 14vE'fHE.CAPABILITY FOR CCNTTh& J5 .O - AND° SMALL+IAvE.A i'IANUALCC.f4Tfa7L -AND 414 - AUTomATiG.GCNTE 7L SU04 - AS A CLOG7` Tirrck. =5: la4 01s•HOL45E FANS:Si iALL - HAVEA •RATi k OF 1.5 OR .LESS iP:su iFAClc! IlcuNTFD 1E5°vTHAN 192C41 ILIWi 4:...ALL'DUC:TS'S HALL TERIINAIE OUTSIDE "ii - BUILDING. CHAI,LST Du TS IN WE- RiCH- •ARRfDESIG.ED TO -01 2ATE' INTERII Te4TL r BOUIPf°F.D WITH `BALXI2RAFT1DA AI.LB7CHAUSr DUCTS IN INC7horri NED SP4cE SMAU-13E iNSULATED TD A MX R-4. 7 NLETS 55MALLT3r SCREENED OR OT7 - PROTECTED -AND _LOCATED -AUTA' FR ort 1°01 4TIAL AIR OR NOISE POLLUTION_ :EL INDIVIDUAL ROOM. OUTDOOR. AIR INLETS SHALL HAVE A A D sEcznza OPENING AND BE CAPABLE OF ..4, 7 TALOF'E 4ING • AREA OF NOTLESS 71-GAN SGL IWC -ES. 8 9_A:RADON MONITOR, INSTALLATION IN5TRUC UDNS AND 'RADON INFORMATION 51-1 TS SHALL BE PROVIDED EY T1-E :SLNLDER.AT - FINAL INSPECTION TiNISHED 'FLOOR :zX B LAND iNG: (LNO) OUBLEn.JOIST (UNO) 'FIR STOP OF : ST'RNG=R.AND EETILINL- 3TUDZ. 1/Z '=1'-0" 4 1 L - 1 s -e= III" ` - 11N_ •I i . 'paT-A I L \. -4" RIGID, NON -PEE ORATED DRAM PIPE-DO NOT CONNECT - . W (TH PTG- D RA LE4 ER .. DOLLNSP'OUT (' FLExIBLE OR RIGID PIPE ) CONNECT TO aLD'Cz ROCF.DRAR4 SLOB FMISI4 GRADE AWAY' FROM FOUNDATiON 2 MII•L (1/4° -1Z°) SI _ TER ( BI..D•G_ 4PR FILTER FABRIC OR FOULS FILM) WASHED ROCK (MtN.3 /4° DM) W/ Mtt+L COVER. f i SIDES AND l3TTi _ -1 MiN_ -4° RIGID, PERFORATED, CORRIGATFD'ORAM Pii E 314 TiPIC4L WALL DETAILS PROVIDE - SHEAR WALL `PANELS-AS NOTED ON 'PLANS AND .514E4Rii4LL 5c�- L�DUI� SIDINGS AS r ELEVATIONS TYP..D1RAIN 'PIPS 3/4 " =1' -0" CRAWL SPACE NOT COf+IrIR -I anTH 81. D'C-- OrrrfGtAL ANT REQUIREMENTS FOR WATER R1.A1C AND STORM SEA- 1- lOOK -UP I I;II -- I I� III IIf ; 14X1 t T" 1\i...DRAIN. VETAI.L. GRADE_ 7 I 1 I (:HI - TYPICAL9VN_, _ S l j :-IP:.-^1 3AR -AND I I I� = • ' •,ANG7aOR BOLTiAICs - 7_11 0-- 11 . . 1- 111 - =11=1 1 C I GARAE. IPETA IL .X -4 TRUSSES. 24" .O.c. - TRUSSES TO BE "PROVIDED 13Y-AN APPROVED 'MANUFACTURER #GISTERED - IN - THE 'STATE •OF- 11ASHINGTON 3-r4 235• COMP . ROOF -OVER l5" FELTALTERNATE -- .SHAKE RoOF_OY.ER 30" FELT (INTERWEAVE) 1!2" CDX - ROOF'SHEATHING oR EQUAL,IU / °Sd NAILS =w " - O.C. AT -ALL PANEL 'EDGES 1 4 :12 " .O_C. -AT INTERMEDIATE SUPPORTS SIMPSON 1 CONN °g ,1=A - TRUSS 2 X vENT°BLDCKING ;.= PLANS - FOR VENTILATION REQUIREMENTS 26 GA_ MTL . 'GUTTER 1.X 8 FACIA IEEE RQCKWOOL-OR OTHER NDNCOt`1BUSTIBL:E'MATERIAL . AS FIRESTOP (FIBERGLASS IS UNACCEPTABLE -AS FIRESTOP) PROVIDE'SHEAR WALL PANELS AS NOTED ON PLANS. AND S4-1EARWALL SCHEDULE 5ID►Nn AS PER EL EVATI =RIM JOIST MOISTURE BARRIER PROvID3" X2 ° '5c . X3/16" 'THICK ,ANCHOR BOLT WASHERS 112" X 10" .ANCHOR BOLTS •0 45 "o.c. (UN.O. - SEE ENGINEERS SHEAR SCHEDULE) PROVIDE AB. NOT LESS THAN 1 BOLT D IAMETERS - NOT MORE THAN 12" FROM ENDS OF EA. PDN_ SILL PLATE RIM JOIST ` 3 X 6 FDN GRADE SILL 'PLATE TI'P. DRAIN PIPE - SEE - DRAIN DET. s - f GRADE > `III�III- 111111= z 1 J -1 I EII�III =I 0 1E-111-7. `.4.. -1I FIGS TO BE ESTABLISHED ON _UNDISTURBED SOIL -2000" PSF =- t1 N. °SOIL BEARING= CAPACITY • -4" :CCINIISLAES ��'PLAN 18" UNO " 22. X7/8 " ;X'T° .GALY. .WALL_ TIES rif 16" :a.c.SA.. =TAY C1):SIMPS.,ON N204 NAIL -- .WALL11ES SHALL - HAVE -A LiP .OR 1400K ON - 11-E EXTENDED LL-G T14AT_WILL _4-E OR r'NLCLOSE.A •HORIZ JOINTREIFORCZISNT.WIF nu/ - A,0J48 INCH 1 OR .F•/71L4I ..JOINT G :SHAL.L 1BE Q4TtNUOJS .W/'Bt1TC . SPLI5 =EE•11n+1 TES 'FERMI I L>=1J PROVIDE :SI-EAR-WALL 'P.1115 AS NOTED .ON 'PLANS AND - SHEARIIALL = DULE BRICK VENEER ER.111/ VAPOR'BARRiER I" AIR SPACE TYPICAL ZI'WE LI I I ,1 'TTP_DR.4M X11=8 - '2 X.6 :STUDS 16 "O .c_ VAPOR RETARDER 'MOISTURE BARRIER °R1 INSULATION .X.,6 _SOLE PLATE CAULK UNDERSIDE TO DECKING 1/2 ° GYP_ BD_ • 1r2" GYP. BD_ VAPOR RETARDER WIND BAFFLE - FLOOR .JOISTS PER PLAN 2 X 6 SOLE PLATE CAULK UNDERSIDE TO DECKING 3/4" PLYWOOD .DECKING) - FLQoR.JOIST5 - SEE PLANS FOR SIZE AND SPACING • R -30 INSULATION 18" MIN. CRAWL SP4CE APPROVED MIL_ ANCHOR - A 35 OR.EQUAL - 6 MIL (BLACK POLY ' VAPOR BARRIER 12" LAP TTP_ W.4LL DETAILS 1 AIR SPA-- "T T ICAL_ DECKINCx FLOOR JOISTS PER PLAN 3/8" 1 -I0LE -+ 32° as. 26 MT'L_ FLASHING TYPICAL MN-. REBAR AND •ANCHOR BOLTING LL ,SECTION:. CONT CONC FIG - PROVIDE 0 4 REE,AR • I0 "ox. HORIZ. 4 18" O.C. VERT. IN FDN. WALL, TIE VERT TO PTG AS S1-101.N - - ALTERNATE HOOK 1 (2) "4 IN FOOTING 1--11 I-11 r-1 1 I I I=1 I I=I II 11 (UNo) \l. /NE R.17.El •Al_L (iF APPLICABLE) 12 SEE _ELEV 0°°°°°°°°°°°°°°°°°°°'°°°°°° TOP OF BAFFLE Al - „ R -38 INSULATION t/2" GYP. BD. -2 -2 X 6 TOP PLATES - LAP SPLICES 4S" RIGID INSULATION -4 X B I- LEADER (UNLESS OTHERWISE NOTED) WINDOWS AS PER MC (CALK WINDOW FLANGE, INSULATE =4 SEAL AROUND WINDOWS) 2 -2 X .6 - TOP PLATES - LAP SPLICES 48" RIGID INSULATION -4 X 8 HEADER (UNLESS OTHERWISE NOTED) 3 /4 ".CDX T4S P.LWD DECKING W /.. Imd NAILS - +s 6" 0O. AT PANEL EDGE 4 10" O.C. AT PANEL FIELD Top OF INSULATION SOLID BLKG. OYER SUPPORT ISMS 4 o BRCS. PARTITIONS TT 3/4" CDX T4G PLWD DECKING W/ I0d NAILS 6 6" oL_ AT PANEL EDGE 4 10" O.C_ .4T PANEL FIELD STRINGER - PER PLAN POST CAP OR 2X41 CLEAT W/ 6 - I6d TOP t BTM POST PER PLAN ON CONC. PTG. PER PLAN I II - I 11 - ---1 1 1- -1 I I III -III -1 1 14 -1 - 1 (--- -1 1 1 ---- -1 1 - 1-� -1 1 1--=1 l -1 1 T 1 1 1 - -. I -11 t111 I h I I K I HI 1 1=11 I =I 11=11 I =I 11-=11 hI 11111 - 11111= I I it 11 - 1 11 1 I 1 - =1 1 1 =1 1=1 11 = 1 I I -I 1 1 =1 =1 11 h =� I I =1 11 I ICI --1 i t I -1 I 1 11 -1 i � 1 � � -I I hI 11 •1 I 1 1 I I I I 1 I LEI I 1 1 1 111 .- :_.... .:: =11 -= 1 I ; 11- - C r 1 elIY OFT1.1K I A APR 26 2007 z a 4.1 -3e4 O 17 4 SHEARiA4ALL 5GHE ULE (I ,8) MODEL MARK (2 ,3) SHEATHING -- APPLY TO 2X HF _STUDS a 16" oc UNO BELOW EDGE NAILING (6) FIELD NAILING (2) SASE PLATE GONN. (5),(12) ROOF/TOP PL, FLOOR/TOP PL, ANCHORS FLOOR/SILL PL 2X2X5/6" CONNECTION (671) SILL PLATE W/ PLATE WASHERS (4,10) SW CAP - AGITY (LS) (II) SW 1/16" GDX ONE FACE Sd®6 "oc. Sd ®12 "oc I6d ®6" w /2x BTM PL A55 ® 24" ac 5/8 "dia. ® -48" oc vV /2x STM. PLATE 242 SW 7/16" CDX ONE PAGE 8d04 "oc Sd ®12 "oc 16d ®6" W /2x BTM FL ASS ® IS" oc. 5/8 "dia. ®38" oc W /2x BTM. PLATE 34q 5W - 3 15/32" CDX ONE FAGE(q, I0d04 "oc I Od ®12 "oc. I6d ®4" w /2x 5TM PL A55 ®13" oc 5/S "d1a. ® 16" oc w /2x STM. PLATE 42S SA-4 15/32" CDX ONE FACE(q, IDd ®3"oc IOd ®I2 "oc I6d ®4" A/5x BTM PL A55 ®10" oc . 5/8 "dia. ® 12" oc w /2x STM. PLATE .558 1/5" DIA 15/32" CDX 14" 2 rowsI6d 06 ",455 - -1" 5/S "dia. ® Iq" ac 25" MIN S1N_5 ONE FACE(q) IDd ®2 "oc IOd ®12 ac w/3x 5TM PL ® oc A/3x PT PL 116 SW -6 I5/52" GDX EA FACE(q) IOd 04 "oc EA 'FACE I0d ®12 "oc EA FACE 3 roAsI6d ®4" A/3x BTM PL A55 ® 6" oc 5/8 "dia. ®16" oc vv/3x PT FL 856 S1/4 15/32" CDX EA FACE(q) IOd ®3 "oc EA FACE IOd 0I2 °oc EA FACE 3 ravvsl6d04" A/5x .BTM PL A35 ® 5" oc 5/8 "d10. ® 12" oc. A/5x PT PL 1116 SW24X 12X6 SEE NOTE 1 1260 f-loLDol N .S - HE MULE MODEL ANCHOR SOLT THRU BOLTS OR NAILS EMBEDMENT LENGTH MIN. EDGE DISTANCE STHDB STRAP (24) I6d 8" 1 1/2" STHD8R.1 STRAP (24) I6d S" 11/2" STHDIO STRAP (2S) I6d 10" 11/2" STHDIORJ STRAP (28) I6d 10" 11/2" STHD14 STRAP (3S) I6d 14" 11/2" STHDI4RJ STRAP (3S) I6d 14" 11/2" PHD5 -SDS3 5 /5" DIA (14) S12SI /4x3 II" PH06 -SDSF 1/5" DIA (18) SDSI /4x3 14" HDQS SSTB28 (20) SDSI /4x5 25" MIN HHDQII I" TYPE A (24) SDSI /4x2.5 36" MIN 1 1/2" MSTG40 STRAP (28) I6d in DBL. STUD CENTER on RIM JOIST MSTG66 STRAP (64) I6d DBL. STUD CENTER on RIM JOIST 51-CAR WALL ASO PER PLAN RIM JOTS RIM JOIST CONN. S DETAILS A or B I I - FOUNDATION PER - PLAN DIAPHRAGM 'EDG NAILING MANUFACTURED TRUSS TIGHT Fl VENTED BLOCKING IF- I=ARWALL EDG NAILING WALL COVERING PER PLAN ROOF :DIAFHRA&M TO SV4 W/H:3 6d SASE PLATE NAILING PER SW ABOVE FLOOR DIAPHRAGM TO FOUNDATION ECK I NG PER STRUGT. NOTES LOOK JOIST FES PLAN SIMPSON HI or H3 PER SW S.H. SIMPSON L70 PER SW SGH. C2� SIMPSON A3 PER .SW SGH. FOR SIMPSON AS5F FOR SIMPSON A55 FLOOR DIAPHRAGM 'TO FOUNDATION GF I =ARWALL PER PLAN !GMT FIT SOLID 'BLK'G D OUNDARY NAILS PER PLAN ROOF .SHEATHING PER FLAN TRUSS (MONO) PER PLAN 2X CONTINUOUS SOLID BLK'G W/ 6d ® -4" o/c.. TRUSSES PEW TO MALL SHEAR WALL ABO =PER PLAN Is - RIM JOIS TOP PLATE CON FROM _SW BELOW SEE VET C or D SHEAR WALL BELOW PER PLAN SW BELOW, SEE DETAILS Gor D :2 'FLOOR :DIAPHRAGM TO SHEAR ViALLL ARWALL PER PLAN TIGHT FIT SOLID BLK'G TRUSSES PARALLEL. TO NALL 6d BASE PLATE NAILING YAK SW ABOVE DECKING PER STRUGT NOTES LOOR JOIST PER PLAN BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN OOF FRAMING PER PLAN 2X LEDGER (OR ROOF TRUSS) W/ 2)- I6d EA STUD I 0 14 SIMPSON A35F PER SW _SOH FOR SIMPSON A35F FOR SIMPSON -A55 0 FLOOR :DIAPHRA6M :SHEAR : WALL General _Structural Notes GENERAL: ALL CONSTRUCTION .SHALL CONFORM TO THE INTERNATIONAL '.BUILDING CODE (IBC), .2005 .EDITION, OR OTHER GOVERNING CODE, AS REQUIRED .BY .LOCAL JURISDICTION. DESIGN LOADS: "ROOF 15 FSF DEAD .LOAD 25 PSF LIVE .LOAD FLOOR 10 PSF DEAD .LOAD -4O PSF LIVE LOAD WIND SPEED: 85 MPH WIND EXPOSURE: PER CALCULATION PACKAGE SOILS: 1500 PSF DESIGN SRO INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS: EXTEND FOOTING TO UNDISTURBED SOIL OF 1500 PSF SEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL SE l!-6" MIN BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL: .SHOULD CONSIST OF PREDOMINATELY WELL- GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD SE PLACED IN MAX 8" .LOOSE LIFTS AND .COMPACTED TO A MIN OF g5PERCENT OF THE MAX .DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D -1551 TESTING PROCEDURES. CONCRETE: 'c = SOOO "PSI. MIN 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF .CONCRETE. MAXIMUM 6.0 GALLONS OF WATER PER '14 LB SACK OF CEMENT. MAXIMUM SLUMP IS -4 ". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING 5 ttL: S BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND *3 AND -#4 :BARS SHALL BE GRADE 40, PER ASTM A -615. WELDED WIRE FABRIC SHALL CONFORM TO -ASTM A -I85 AND SHALL BE 6X6 - WI.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING: BEAMS AND POSTS (4x_ 4 GREATER): DF #2 OR BETTER, U.N.D. STUDS: -1--F #2 / STUD, U.N.O. OTHER LUMBER: 1-4F *.2 OR B= ► tR, U.N.D. 2x_ 'TIMBER SHALL BE KILN PRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2504.5.1, U.N.O. NAILS SHALL SE COMMON WIRE NAILS, U.N.O. MISCELLANEOUS CONNECTIONS TO SE SIMPSON STRONG -TIE OR APPROVED EQUAL. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY TO SE PRESSURE TREATED. FOUNDATION SILL PLATES SHALL BE 2x_ MINIMUM, U.N.O. ANCHOR BOLTS SHALL BE MINIMUM I/2 "9 AND SPACED AT 48 "o% WITH 1" MINIMUM EMBEDMENT INTO CONCRETE. THERE SHALL BE A MINIMUM OF TWO _BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN SEVEN BOLT DIAMETERS FROM EACH END OF THE PIECE. ALL FASTENERS AND CONNECTORS FOR PRESSURE TREATED WOOD TO BE HOT - ' DIPPED GALVANIZED STEEL. THE COATING WEIGHTS FOR .ZINC COATED FASTENERS TO BE IN ACCORDANCE WITH ASTM A -I55. SHEARWALL .SHEATHING: APPLY 1/2" CDX TO 2x STUDS SPACED AT 16 "o% MAX, BLOCK ALL - PANEL .EDGES, 8d AT 6 "o/. AT ALL EDGES, AND 8d AT I2 "o% AT INTERIOR SUPPORTS, U.N.O. ROOF .DIAPHRAGM: APPLY 1/2" CDX PLYWOOD (48/24) ON ROOF, NAIL 8d AT 6 "o/ AT SUPPORTED EDGES AND 8d AT 12 "o% AT INTERIOR SUPPORTS, BLKO NOT REQ'D_ FLOOR DIAPHRAGM: APPLY 5/4" T$G STURD -I -FLOOR IN/2x FLOOR FRAMING MEMBERS, GLUE AND IOd AT 6 "o/. AT ALL SUPPORTED EDGES, AND IOd AT I2 "o /c AT INTERIOR SUPPORTS, U.N.D. MISCELLANEOUS: THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED DO NOT SCALE DRAWINGS. PRE - FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MFTR'S RECD} IMENDATI ONS. GENERAL - STRUCTURAL NOTES SHEARINALL 4 HOLDOWN NOTES N.N.0) (I) ALL STUDS AND BLOCKING SHALL SE HF112. ALL TOP AND BOTTOM PLATES SHALL BE HF #2. ALL SHEATHING EDGES SHALL BE BACKED WITH 2X OR WIDER FRAMING UNO (SEE NOTE 2) SI$ATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTIC (2) LOCATE HOLDOWN (SIMPSON UNO) AT END OF 5HEAR WALL (5) CONSTRUCT CRIPPLE WALL SAME AS SHEAR WALL (5y4) ABOVE, AND GABLE END SAME AS SHEAR WALL (5W) BELOW (4) .DEEPEN FOUNDATION AS REQ`D FOR HOLD DOWN EMBEDMENT. (5) THREADED ROD AND COUPLER AS REO'D. (6) COMMON NAILS 5c:1=0.131501/2", IOd= OJ48 "x3 ", 124:17.20.1455:31/4 I6d =OJ62 "x3I /2° (1) INSTALL HI'S ON ALL'TRU55E5/RAFTERS OR A35(F)'S AT 24' OG ES GABL AND RIM JOIST (OR SOLID BLKG) TO TOP PLATE (SILL FLA AT FDN) UNO; A35(F) REQ'D AT ROOF SOLID BLKG TO 5W PLATE N1-EN SPECIFIED SPACING 15 LESS THAN 24° OG P25 AS ALTERNATE ON ALL TRU55E5/RAFT S. CONNECTORS PER SIMPSON STRONG -TIE UNO. SHEAR NALL AND HOLD DONN SCHEDULE (S) NAILING GRITERIA 15 BASED ON ISC. TABLE 2304.q.1 FOR GD PLYWOOD AND HF*2 FRAMING. (q) SINGLE 3X NOMINAL MEMBER I) ALL MACHINE BOLTS (MB) SHALL BE ASTM A301 BETTER_ HILTI KKK BOLTS OF TI-E SAME DIAMETER SHOWN ABOVE MAY BE USED IN EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 5° INTO EXISTING CONCRETE. (II) SW CAPACITY IS FOR SEISMIC DESIGN. MULITPLY BY 1.4 FOR WIND DESIGN. (12) ROWS CONSIST OF .2 -I6d NAILS (I3) NAILS SHALL BE STAGGERED WHERE NAILS ARE ED .2° OG SIMPSON STRONG TIES STEEL 5TRON& WALL. INSTALL PER MANUFACTURER'S INSTRUCTIONS. CONTA INFO: WWWSTRONGT1E.COM PHONE: 000)c1c1c1-50qq RECEIVED CITY OP TUKIN/LA APR 2 6 2007 V l W LJ e W LD W w � J z EXPIRES 12- 02-081 CHKED BY TJP DATE /REVISIONS 12/14/2006 P & A JOB It: 06 -393 SHEET NO. DRAWN BY TJP PL AN 5307 7 I _111_1111 3 Q j I - 1 2 01 J AREA HOME PLANNER RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plans, Remodels & Additions 2812 Colby Avenue, Everett WA 98201 Phone: (425) 258-6400 Fax: (425) 742-8130 THE BUILDER/CONTRACTOR MUST. VERIFY DIMENSIONS, SIZES AND DETAILS FROIR TO CONSTRUCTION. THE DESIGNER'S RESPONSIBILITY TERMINATES UPON THE ISSUANCE OF BUILDING PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS SHALL Si/PERCEDE THESE DRAWING AND WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED N N N r PLAN 5307 gP 0 0 0 1 1 AREA HOME PLANNER RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plans, Remodels & Additions 2812 Colby Avenue, Everett WA98201 Phone: (425) 258 -6400 Fax: (425) 742 -8130 THE BUILDER/CONTRACTOR MUST VEr DIMENSIONS, SIZES AND DETAILS PROF CONSTRUCTION. THE DESIGNER'S RESPON$ TERMINATES UPON THE ISSUANCE OF ' PERMIT AND DOES NOT ASSUME LIAIIILIT ERRORS OR OMMISIONS. ALL COVER! AND REGULATIONS SHALL SUPEP DRAWING AND WRITTEN DAM' PRECEDENCE OVER SCALED