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HomeMy WebLinkAboutPermit D07-027 - PEDERSON HOMES - LOT 1PEDERSON HOMES LOT 1 4246 S 150 D07.027 Parcel No.: 0042000095 Address: 4246 S 150 ST TUKW Suite No: Tenant: Name: PEDERSON HOMES, LOT 1 Address: 4246 S 150 ST , TUKWILA WA Cityf Tukwila Owner: Name: PEDERSON TED Address: 27148 12 AV S , DES MOINES WA 98198 Phone: Contact Person: Name: TED PEDERSON Address: 27148 12 AV S , DES MOINES WA 98198 Phone: 206 947 -0638 Contractor: Name: PEDERSON'S CLASSIC HOMES INC Address: 14459 25TH AVE S , SEATAC WA 98168 Phone: (206)241 -9001 Contractor License No: PEDERCH973D4 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http:• / /www.cLtukwila.wa.us DEVELOPMENT PERMIT DESCRIPTION OF WORK: CONSTRUCTION OF 2908 SF SFR WITH 684 SF ATTACHED GARAGE AND 204 SF OF DECK PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, AND STORM DRAINAGE. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $297,243.28 Fees Collected: $5,778.01 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 * *continued on next page ** Permit Number: D07 -027 Issue Date: 05/21/2007 Permit Expires On: 11/17/2007 Expiration Date: 03/24/2009 doc: IBC-10/06 D07 -027 Printed: 05-21 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complied The granting of this pe construction or the Signature: Print Name: City o Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: Y Street Use: N Profit: N Private: N N oes not pres Date: Permit Number: D07 -027 Issue Date: O5/21/2007 Permit Expires On: 11/17/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start lime: End 'lime: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start lime: End 'lime: Public: Non - Profit: N Public: t4211oa- r ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit. Dater U 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 D07 -027 Printed: 05-21 -2007 Parcel No.: 0042000095 Address: Suite No: Tenant: 4246 S 150 ST TUICW 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 PEDERSON HOMES, LOT 1 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -027 ISSUED 01/30/2007 05/21/2007 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: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: 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. doc: Cond -10/06 D07 -027 Printed: 05-21 -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 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *FIRE DEPARTMENT CONDITIONS * ** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 22: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 23: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 24: Adequate ground ladder access to rescue windows shall be provided. 25: Maximum grade for all projects is 15 %. 26: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 27: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 28: ** *PLANNING DIVISION CONDITIONS * ** 29: Prior to final approval of the house, the applicant shall install a three foot tall split rail fence along the edge of the watercourse /wetland buffer. Either metal or wood signs shall be installed with the following wording, "Protection of this natural area is in your care. Alteration or disturbance is prohibited pursuant to TMC Chapter 18.45. Please call the City of Tukwila for more information ". The signs shall be spaced every 50 feet. 30: Prior to final approval of the house, the applicant shall record a sensitive area easement prepared by the City for the property. The easement will note the presence of the watercourse /wetland and their associated buffers as well as the limitations on the uses within the easement area. 31: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 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: Any material spilled onto any street shall be cleaned up immediately. doc: Cond -10/06 D07 -027 Printed: 05-21 -2007 City of Tukwila 34: 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. 35: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 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. 36: From October 1 through April 30, 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. 37: 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'. 38: ** *PLANNING 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 39: All retaining walls greater than 36 inches in height must meet setbacks. Please note that separate permits from the Building Division are required for certain types of retaining walls. 40: A temporary construction fence shall be installed along the 35 foot buffer area. No construction equipment shall be used or stored within the buffer area. Additionally, no debris, garbage, or waste may be deposited within the buffer area. 41: Prior to final approval, a split rail fence shall be installed along the 35 foot buffer area. The signs shall note the following: "Protection of this natural area is in your care. Alteration or disturbance is prohibited pursuant to TMC Chapter 18.45. Please call the City of Tukwila for more information. Signs shall be placed at 50 foot intervals along the fence. Additionally, two signs shall be installed along S. 150th Street. See site map for specific locations. * *continued on next page ** doc: Cond -10/06 D07 -027 Printed: 05-21 -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. Signature: f� /�' Date: Z1-0 7 Print Name: ae? S doc: Cond - 10/06 D07 -027 Printed: 05-21 -2007 CITY OF TUKWILA Community DeveIopnJ Department Public Works Departme Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us 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.: OD 14 160 - Caff, -1* Site Address: I / 2 4 ‘c _5 0 I s a 4 := e7. e f a I Suite Number: Floor: Tenant Name: New Tenant: 0 .... Yes El ..No Property Owners Name: p.,:), 2., 0 ,s s c..L,... l_ko,.,,,, a-, ,,,,c. Mailing Address: I 4 (45 1 7,5 A 5 a oe-R-TA-e i Iv(. q Es/if 8' City State Zip CONTACT PERSON - who do - we contact when Your permit is ready to be issu . .... Name: — 1 — el 06r2-S01.,...) Day Telephone: Z0e - q q 7 —0 638 Mailing Address: i Et IS q z5 1-- -- Avo 5 City State Zip Fax Number: 1,66 - igi - Ci7.e 7 E-Mail Address: gePb A-s 6_6 , Rs_ Contact Person: VS e Ell- Rb Q:litipplicetions Worms-Applications On LineO-2006 Permit Application.doc Revised: 9-2006 bh GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) - Company Name: P&I)L..-72_s 0 Ai s G4 ACS'ic WHA O ES Mailing Address: / 1 / 1- 16, Z, c te Avg .•0 , 4AR -774-c w . q 2/ c f City State Zip Contact Person: / e ,0 " ,0 eV 7 , _ s rt-1 Day Telephone: 2d. - fen - 06'5 6 --. E-Mail Address: Fax Number: -sob - 2141 - ti)3 Si Contractor Registration Number: Pe Dmv i - K 4 13 D Expiration Date: 3 - 0'1 - 200 ARCHITECT -OF RECORD =An plans must be wet stamped by Architect of R ecor d Company Name: At-ec IA' TV 5 k) pal fl oe Mailing Address: i ‘ 4 9 / 5 //V 11 1IS VODNA101 lie- (4)4 h gg City State Zip Contact Person: Day Telephone: 1 12g . L i frs - 'lc E-Mail Address: OM R , A- 1-1 rreir5 )Li row.. Fax Number: q -t1 (,5 5 ENGINEER OF RECORD All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: 93tt - 7XL s sw et)Ittomb S ./ mi A City State Zip Day Telephone: ( 42 5"--11 E-Mail Address: Fax Number: 4t - /1s z,0 7 3 Page 1 of 6 Valuation of Project (contractor's bid price): $ Z 00 _000 °�" Existing Building Valuation: $ "b Scope of Work (please provide detailed information): Me—u-2 Will there be new rack storage? ❑.... Yes fig sl & c Li -ettmeety ge o If yes, a separate permit and plan submittal will be required. INO3 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes [x" No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm 1 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes E( No If "yes ; attach list of materials and storage locations on a separate 8-1/2" x II " 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:Wpplications\Forms- Applications On Line U-2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 r V DLU.4 yK vttn� rLitwU ink+ UKMAflU I 20b- 433- U179: Scope of Work (please provide detailed information): Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District �❑� /.. Tukwila ' Vu... Water District # 125 ❑ .. Highline �L1..Water Availability Provided Sewer District ❑ ...Tukwila VaIVue ❑ .. Renton ❑ ...Sewer Use Certificate ... Sewer Availability Provided Septic System: ❑. On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. S u miffed with Application (mark boxes which apply): ..Civil Plans (Maximum Paper Size -22" x34") ...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 - Profit for less than 72 hours ❑ ..Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance - Right -of -way Non Right -of -way Total Cut cubic yards ' � . .Tot((a``l''Fill 50 cubic yards ❑...SarTitary ide Sewer ❑ ...Cap or Remove Utilities ❑'...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ukr z_ 'bt S [25) ❑...Pe anent Water Meter Size... ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public ,, » Q:\Apptiations\Fonni.Appliations On Linea -2006 - Permit Appliation.doc Revised: 9 -2006 bh ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line „ Call before you Dig: 1- 800 -424 -5555 WO # WO # WO# Private Private .. Geotechnical Report ❑ .. Maintenance Agreement(s) � / Work in Flood Zone •• Storm Drainage ❑ ...Renton ❑ ...Seattle ❑...Deduct Water Meter Size ❑.. Traffic Impact Analysis \Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip Page 3 of 6 Unit Type: .. - 8 , _ 1 Unit Type;; Qty , ;Unit Type :. • Qty , Roiier /Comprepfo� - Fumace<100K BTU Air Handling Unit >10,000 CFM Evaporator Cooler Fiie'Damper Diffuser 0 -3 HP /100,000 BTII• t -. Qv -.i iii\ 3 -15 HP /500,000 BTU Fumace>100K BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP /1,750,000 BTU -' Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment ';� . ,) »l 1( -10* ` Air Handling Unit <10,000 CFM Incinerator — Comm/Ind MECHANICAL CONTRACTOR INFORMATION Company Name: 6i a, h7RTf` J t )-� a 1/�- oNi q I 2 5.9<- - Mailing Address: 1 q o 12 z. Q 4` /g-U C �� - 14-CRWt /a' , w/4. C, 5-y L( S City Contact Person: S E -Mail Address: Contractor Registration Number:C. /4 -� N j (0 e P — Valuation of Mechanical work (contractor's bid price): $b Scope of Work (please provide detailed information): Use: Residential: New :... Replacement .... o Commercial: New .... Replacement .... 0 Fuel Type: Electric Gas ..., Other: Indicate type of mechanical work being installed and the quantity below: Q:\Applications\Fonns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh State Zip Day Telephone: "?..54 • 531 - 3 FS 3 Fax Fax Number: 2 3- 6 - 323\ Expiration Date: -30 ' zoo 7 4 2 s Page 4 of 6 Fixture Type: Qty Fixture Type: Qty Fixture . Type: Qty . Fixture Type: i Bathtub or combination bath/shower C Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic t Floor drain Sinks (P Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain 1 Lavatory Water Closet Building sewer or trailer sewer ( Rain water system — per drain (inside building) Water heater and/or vent , 1 Additional medical gas inlets/outlets — six or more park 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 L PLUMBING AND GAS molts I Lt i' 1 Ira UttIVILA 1 1ULN PLUMBING AND GAS PIPING CONTRACTOR INFORMATION t` ( LtW, ( J Hw t 'AVV'YJl"JV 6V Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: 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 Intl Building Code): Occupancy (per Intl Building Code): , ` Utility Purveyor: Water: 1�- c T l 2-- 5 Sewer: V a\ Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: State Zip City Day Telephone: Fax Number: Expiration Date: Q :\Applications\Fonns•Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 5 of 6 Date Application Accepted: 01 1921) Date Application Expires: Staff Initials. �......./ I 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. 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 OWN Signature: Print Name: 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). Mailing Address: RIZED AGENT: Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9.2006 bh Date: (' Day Telephone: 9 Zvi [z — Ace, 5 Do (114 aft< Cu 28'1 Fr City State Zip Page 6 of 6 - - - - -o 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 1sT 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. i TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees P� bEg 5 6,J 5 CC�9fi St kGl5 M PERMIT l PROJECT NAME P ERMIT # Do'? 0 21 (� 42P S. /so il. Sr) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 500 Water /Sewer /Surface Water 50oAooa /goo Road/Parking/Access /Coo as A. Total Improvements 3 50o 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. •t 131 5 ° 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) $ g"? ' � ( 5. Enter total excavation volume 5e cubic yards 50 Enter total fill volume Use the following table to estimate the grading plan review and permit fee. fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 1 cubic yards MOW $ TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 33'7 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. (5) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1s 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 Approved 09.25.02 Last Revised Jan. 2006 6. Permit Issuance/Inspection Fee (B +C +D) 8. GRADING Permit Review Fee 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ $'7 (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p $ 2 35- (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2007 — 1231.2007 Total Fee 0.75 $600 $5297 $5897 1 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 $12500 $264,850 $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 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 G. Other Fees $ Total A through G $ b2 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ ! 34. 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. Approved 09.25.02 Last Revised Jan. 2006 Total A through E $ (9) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE 0.75" 2.5" $300 $1 Temporary Meter 3 Doc: RECSETS -06 RECEIPT NO: R07 -00132 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 Initials: JEM Payment Date: 01/30/2007 User ID: 1165 Total Payment: 4,371.48 Payee: PEDERSON'S CLASSIC HOME, INC. SET ID: S000000672 SET NAME: PEDERSON, LOT 3 SET TRANSACTIONS: Set Member Amount D07 -026 2,125.73 D07 -027 2,017.47 M07-01 36.39 M07 -013 36.39 PG07 -029 81.50 PG07 -030 74.00 TOTAL: 4,371.48 TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW SET RECEIPT Amount Payment Check 4454 4,371.48 TOTAL: 4,371.48 Account Code Current Pmts 000/345.830 3,724.48 000/322.100 500.00 000/345.830 47.00 000/345.830 100.00 TOTAL: 4,371.48 Inn• Aran TC _AR RECEIPT NO: R07 -00904 Initials: JEM User ID: 1165 Payee: PEDERSON'S CLASSIC HOME, INC. SET ID: 0521 SET TRANSACTIONS: Set Member Amount Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: /lwww.ci.tukwila.wa.us D07 -026 2,864.16 D07 -027 3,760.54 M07 -012 175.56 M07 -013 175.56 PG07 -029 357.00 PG07 -030 327.00 TOTAL: 7,659.82 TRANSACTION LIST: Type Method Description Payment Check 4570 ACCOUNT ITEM LIST: Descript ion BUILDING - RES GAS - RES MECHANICAL - RES PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila SET RECEIPT TOTAL: Payment Date: 05/21/2007 Total Payment: 7,659.82 SEP NAME: PEDERSON, LOT 3 Amount 7,659.82 7,659.82 Account Code Current Pmts 000/322.100 5,378.76 000/322.100 176.00 000/322.100 351.12 000/322.100 508.00 000/342.400 37.00 000/342.400 138.00 000/345.830 38.00 000/386.904 9.00 104.367.120 1,023.94 TOTAL: 7,659.82 8446 05/21 9716 TOTAL 7659.82 Project:�/ // re' 1er'5'4 Type of ltupection: /—/ A..e4 Adcj 9 : Ic /� s..74. Date Called: Special Instructions: Date Wanedh e p C � Requester: Phone No: c�. y INSPECTION RECORD Retain a copy with permit D07-02:2 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION f. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. E1 Corrections required prior to approval. COMMENTS: Pe207,/e/e-/c/.09/ r: IDa� / /9 / 0e 4 1� paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 58.00 REINSPECTIdN FE EQUIRED. Prior o inspection. fee must be Receipt No.: 'Date: Project: , d e N .\ , A (__.- Sprinklers: Type of Inspection: c (e. S J A L Address: t-i d �( (, . . Suite #: I So — Contact ers3n: -- r - c 1 ) 2 Special Instructions: Occupancy Type: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 R Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 7 o c' 7 PERMIT NUMBERS ri Corrections required prior to approval. COMMENTS: , Inspector: ►-( Date: /68 Hrs.: t n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. T.F.D. Form F.P. 113 Project: 2 42 5, a €,J- k( Sprinklers: Type of Inspection: -F, Q, Address: y b Suite #: 5 Co + ' / '` Contaq Pers �'e d n: K4 -eAs 0 Special Instructions: Occupancy Type: Phone No.: Needs Shift Inspection: P Sprinklers: Fire Alarm: Y Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 0 PERMIT NUMBERS Ia, Wa. 98188 206- 575 -4407 ri Approved per applicable codes. F . Corrections required prior to approval. COMMENTS: L 5;n , o i ov,...., t - • p eQds 4 SeJ Pciog< Inspector: 'Y Date: Hrs.: i'" �r $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from 7 the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 COMMENTS: Type f Inspection: P/414; t.h�� RC met c 11(7; -1 (2t#1101 1 .-- ( .ti "Li Address: ' a' ` / - � "1 "f V c "►1" 1 o-1 J( 6.15 cbn 5+1/ r ( c/ 511-... Special Instructions: Date Wanted: 1 r a.m. P.m. Requester: Phone No: ✓1 Project: p((1(67v1 1101/5 Type f Inspection: P/414; t.h�� Address: ' a' ` / - � "1 "f V } ,,) h Date Call I2' � J J a Special Instructions: Date Wanted: 1 r a.m. P.m. Requester: Phone No: 1 \ INSPECTION NO. Approved per applicable codes. 'Inspector:)) INSPECTION RECORD Retain a copy with permit DX)--.22 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Imo' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. r ate:7) 1 1312? 0 $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: Pr ect t�zaine� ---I Type of In ecti n: ,�- — `--1 0 -"° Address: I � I _/J lT' 1 > 1 Date Call d. I ` f, I `� Special Instructions: Date Wa nted T v <a �- m. Request e Phone N \ 4:1I7_ D3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 ❑ Approved per applicable codes. 'Inspector: INSPECTION RECORD \ Retain a copy with permit - PERMIT NO. Corrections required prior to approval. c COMMENTS: 3/k / ( y St \ 3((Q /nY -Ck 11/J (Are"-/\ '(-L 6, 3 4 'Date: °la 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: Projec . , esA h, Type o IInspeStion: V < i b ii, / fit/ S A dd�et . 6 S /a Date Called: Special Ins Date Wante : —2-7Z 7Af° Requester: Phone No z-ed —9t/ -65,;' INSPECTION RECORD Retain a copy with permit Do INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3 7 proved per applicable codes. El Corrections required prior to approval. COMMENTS: or: .00 REINSPECTION FEE RE UIRED!Prior to inspection. fee must be aid at 6300 Southcenter Blv uite 100. Call the schedule reinspection. 1 RVceipt No.: Date: c /z 74e 'Date: Projec � /So�V Type of Inspection: `/Dc 74/5 Address: y 2 ' 6 5 - 0 Date Called: Instructions: Date Want d: m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT CITY OF TUKWILA BUILDING DIVISION ? 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- &pproved per applicable codes. E1 Corrections required prior to approval COMMENTS: v 4 0 REINSPECTION FEE EQUIRED rior to inspection. fee must be d at 6300 Southcenter Blvd.. Suite 00. Call the schedule reinspection. (Receipt No.: 'Date: PrMct: t Ve4Ct- f SO N) lACWIF e Type of Inspection: _ 1-4.-) -I a- 7 LA) P \- Address: Li a Lt c G 1 .50 C-1 Date Called: Special Instructions: Date Wanted: I 0 / ip 7 Ca Requester: Phone N9: 2 -0 —C V - 0 - 66 3 1/ - • , r WT. a 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (296)431-3 0 gi Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date0— 9 El $58.00 REINSPECTION IE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. !Receipt No.: IDate: Project: , 1 7 L� / Type of Inspection: 6, Z-8 L..//1/ 4 A' 2 : / // S / 5e) S-1 Date Called: Special Instructions: Date Wanted: /0—?— Q- p.m. Requester: Phone No: 266Ce/7 - 0638 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1.7 - PER NO. CITY OF TUKWILA BUILDING DIVISION 7 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. es COMMENTS: ❑ $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: Las - ar r.er Projectn P / ('isa Le) } 6o Type of Inspectio ) G� ,q// z, 52,-47 Address: Date C Ile Special Instructions: Date Wanted: , , /O — 3 - C) .m. Requester: Phone No X06 `` -o63 f; 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 COMMENTS: Inspector: Approved per applicable codes. Corrections required prior to approval. Date: ) /4 $58.00 REINSPECTION F REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Projec i - Type of Inspecti. • • Ad • ess: Date Called: Special Instructions: ::::: : Phone No:e, y INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT CITY OF TUKWILA BUILDING DIVISION f' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 O. COMMENTS: 4-Jd/fr-(1 S kj )--) r / !r� L �t Glit �.�' ,- / 1�J /ilia+-. / 0 S 7 v !_ 7r) r2 c ) 72, 5i-tS roved fi� • • pp per applicable codes. orrections required prior to approval. $58.00 REINSPECTIO I FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: 1 % 1fh l• 0/ Type of Inspection: 47id3 44 l/ <4_ 54 Address: Date Calle Special Instructions: Date Wanted: /Cm, Requester: Phone No: - "2-- , 3; CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INS CTION NO. INSPECTION RECORD Retain a copy with permit 206)431 -3670 pproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Inspector: $58.00 REIh1S1SECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: !Date: Project il■4 / 0 Id Type of Inspe ... 4 7`gi .,•P S‘,77444 Address: 1 --/ 2- / 573 -14_ Date Called: _./ Special Instructions: Date Wanted: lc P.m- Requester: Phone No: 26e INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Date:(" El $58.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project. - , ■ ./.. La 1 i Type of Inspecho : \ 7 Addr 7 24/6 . „o /5... i ...d.. Date Cal ed: Special Instructions: 0////6• Date Wanted. Air " .45---07 . . Requester: Phone No 2?°6 - 9y7 -6r4 INSPECTION RECORD Retain a copy with permit INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 n Approved per applicable codes. a7-0 PE 206)431-36 0 12Z, Corrections required prior to approval. COMMENTS: A-dd 4- j P/S s /1/4 e r „, 5 x . et )---7/1 f21, —1 1'1 5-"-) 4 ‘-,...e.G / 4 e Inspector: f IDatei r — a -109 0 $58.00 REINSPECTION )E REQUIRED. Prior to inspection, fee m st be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. r eceipt No.: 'Date: Pro' ,, n YIP -)o I Type of Inspection: SD Address: ya Vey 5 /moo S;t ' Date Called: 0 7 Special Instructions: \ ,, ,r_ Date Wanted: 77-71/0?/0-7 Requee steer: l Td //to / /A Phone No: kt 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. El Corrections required prior to approval. COMMENTS: 71 124 D c p&(i4 � )-\ C„^.,4\ *, (4J. Inspector: (Date: / L7 ( $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' ct: i / � i r S o N � � . a i � S Type of Inspec 'on: ? / ( j 7 ' Address: «2 VG s /so .5---/- Date Called: Special Instructions: Date Wanted: _7_ -0-7 C • Requester: Phone No: X66- r,'y7 -U63d INSPE ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 CONIrNTS: 'Receipt No.. Date' T ' — /S - G 58.00 REINSPECTION EE REQUIR . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Sui 100. Call the schedule reinspection. 'Date: Approved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit PERM (206)431 -3670 it Project: , ..., 7 /46/ .../ Type of Inspection: Addr ss: 6 Date Called: Special Instructions: Date Wanted: a.m 7-/2-C Requester: Phone No: tC.) - Ce/7-°63e INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 .602-oZ7 206 431- OM M EtkTS: 00 REINSPECTI N FEE R QUIRED. or to inspection, fee must be id at 6300 Southcenter Blv. • Suite •O. Call the schedule reinspection. eipt No.: 'Date: proved per applicable codes. Corrections required prior to approval. Pro'ec i .e t- 4 /. // 4,7 Type of Inspection: / T '7,f *WA-04/<r J Ad ress: r ,iC • . AI Date : Wante ///� �/1`/1J� • .m. Specia Instructions: Requester: Phone No: /9yy" INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: EJ $58.00 REINSPECTIOI.YFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IDate: 6)431 -36 Project: I � t6 2 So 1.) f S Type of Inspection: LDI l- oci i U A ltie I v -1 Date Called: Special Instructions: Date Wanted: �_� _dam Requester: Phone No a.0 6, kf ` - 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: 44\i`e ' J Inn (` Ail <—gt. i c' f r (204 --c'o r n , /V (3eA1Z 5.00 REINSPECTION FEE REQUIRED. Pfior to inspection, fee must be d at 6300 Southcenter Blvd.. Suite 1000. Call the schedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit (206)431 -3 El Corrections required prior to approval. 6 Roof Roof w/ tile Floor Floor w/ Gyperete Ceiling Deck Exterior Cantilevered Balcony Interior Partition Exterior Partition BEAM CALCULATIONS FILE COPY FOR PLAN M2780B3F -1IR TO BE BUILT IN TUJKWILA, WASHINGTON FOR PEDERSON'S CLASSIC HOME LOADING 15 PSF Dead Load + 25 PSF Dead Load + lO PSF Dead Load + 24 PSF Dead Load + 5 PSF Dead Load + 5 PSF Dead Load + 10 PSF Dead Load + DEFLECTION Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/480 Live Load, 1/360 Total Load NOTE: This stamp applies to the members assemblies described in these calculations, only valid if they have been wet stamped. Architects Northwest Job No. 060773 and and te 0_ I ILA JAN 3 C 7001 PERMITC ENTER 25 PSF Live Load 25 PSF Live Load 40 PSF Live Load 40 PSF Live Load 10 PSF Live Load 40 PSF Live Load 60 PSF Live Load • R�EWED FOR i CODE COMPLIANCE APPROVED MAY 1 8 2Q07 = 40 PSF = 50 PSF = 50 PSF = 64 PSF = 15 PSF = 45 PSF = 70 PSF = 07 PSF = 10 PSF 1 7 0 9 / 1 1 Q 5046 �•� 4V C/9 p,.,:- J rr`1 F • - v P. de pULET ! rAr; • WASHINGTON ARCHITECTS NORTHWEST, Inc. 18915 142' Avenue NE Suite 100 Woodinville, WA 98072 (425) 485 -4900 FAX (425) 487 -6585 www.ArchitectsNW.com Footing Design 12003 By: Architects Northwest , Project: M2780B3F -17R - Location: GARAGE POST Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #6 Bars @ 15.00 IN. O.C. E/W / (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 Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: International Building Code (01 NDS)1 Ver: 6.00 Architects Northwest on: 09 -11 -2006: 10:29:11 AM PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 9045 LB 5469 LB 14514 LB 23033 LB 1800 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 12.00 IN 7.88 IN (Wood) 8.00 IN 10.00 IN 1613 PSF 1650 PSF 8.8 SF 9.0 SF Bearing= 23033 LB Bearing - Allow= 238000 LB Vu1= 6478 LB vc1= 24098 LB 67.50 IN 17990 LB 117475 LB 150609 LB 90366 LB 90366 LB Mu= 103649 IN -LB Mn= 359033 IN -LB a= 0.69 IN As(1)= 0.37 IN2 (Shrinkage/Temperature ACI 10.5.4): As(2)= 0.86 IN2 As -reqd= 0.86 IN2 #6 Bars @ 15.00 IN. O.C. E/W / (3) Mina As= 1.33 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN Multi- Loaded Beams 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006: 10:29:13 AM Project: M2780B3F -17R - Location: UFB01 NOOK/FAMILY Summary: 5.125 IN x 18.0 IN x 17.58 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 52.4% Controlling Factor: Moment of Inertia / Depth Required 15.64 In Center Span Deflections: Dead Load: DLD- Center= 0.12 IN Live Load: LLD- Center= 0.27 IN = U786 Total Load: TLD- Center= 0.38 IN =1../549 Camber Required: C= 0.17 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 4922 LB Dead Load: DL- Rxn -A= 2131 LB Total Load: TL- Rxn -A= 7053 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.12 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 4922 LB Dead Load: DL- Rxn -B= 2131 LB Total Load: TL- Rxn -B= 7053 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 2.12 IN Beam Data: Center Span Length: L2= 17.58 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= 17.58 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL -2= 560 PLF Dead Load: wD -2= 220 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT -2= 802 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Fb'= 2346 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.98 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 8.79 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 left 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): Fv'= 240 PS M= 30999 FT -LB V= 5925 LB Sreq= 158.57 N3 S= 276.75 N3 Areq= 37.03 N2 A= 92.25 N2 Ireq= 1634.64 N4 I= 2490.75 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) I Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB01 NOOK/FAMILY Summary: 5.125 IN x 18.0 IN x 17.58 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 52.4% Controlling Factor: Moment of Inertia / Depth Required 15.64 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 4922 Lb 2131 Lb 7053 Lb 1421 Lb B 4922 Lb 2131 Lb 7053 Lb 1421 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 560 PIf 220 PIf 22 Plf 802 Plf W Center Span = 17.58 ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:15 AM Project: M2780B3F -17R - Location: UFB02 KITCHEN WINDOW Summary: 5.5 IN x 7.5 IN x 6.33 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 20.3% Controlling Factor: Section Modulus / Depth Required 6.84 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: U 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 Live Load: Right Dead Load: Load Start: Load End: Load Length: 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 CI =1.00 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.038 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 loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= wL -2= wD -2= BSW= wT -2= PL1 -2= PD 1 -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= 0.03 0.05 0.08 1038 620 1658 0.48 974 578 1552 0.45 6.33 1.33 6.33 1.00 480 360 287 PLF 152 PLF 10 PLF 449 PLF 82 LB 103 LB 3.0 FT 38 PLF 23 PLF 38 PLF 23 PLF 0.0 FT 3.0 FT 3.0 FT 750 PSI 170 PSI 1300000 PSI 625 PSI 750 PSI IN IN = U1626 IN = U1010 LB LB LB IN LB LB LB IN FT FT FT 170 PSI 2677 FT -LB 1368 LB 42.85 51.56 12.07 41.25 68.94 193.36 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB02 KITCHEN WINDOW Summary: 5.5 IN x 7.5 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 20.3% Controlling Factor: Section Modulus / Depth Required 6.84 In T R 1 V LOADING DIAGRAM P1 Center Span = 6.33 ft Reactions Live Load Dead Load Total Load Uplift Load A 1038 Lb 620 Lb 1658 Lb 413 Lb B 974 Lb 578 Lb 1552 Lb 385 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 287 Plf 152 Plf 10 Plf 449 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 38 Plf 23 Plf 38 Plf 23 Plf 0 Ft 3 Ft Point Loading Live Load Dead Load Location P1 82 Lb 103 Lb 3 Ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006: 10:29:17 AM Project: M2780B3F -17R - Location: UFB03 DINING /LIVING Summary: 3.125 IN x 12.0 IN x 11.92 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 25.3% Controlling Factor: Moment of Inertia / Depth Required 11.13 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): 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: U Total Load Deflect. Criteria: U 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): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live 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: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: 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= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 4.172 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 left 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: Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= V= 0.15 0.17 0.32 0.23 5193 LB 3648 LB 8841 LB 4.35 IN 1086 LB 1184. LB 2270 LB 1.12 IN 11.92 FT 1.33 FT 11.92 FT 1.00 480 360 0 PLF 0 PLF 9 PLF 9 PLF 3450 LB 2070 LB 0.33 FT 900 LB 540 LB 4.17 FT 288 PLF 253 PLF 288 PLF 253 PLF 0.0 FT 4.17 FT 4.17 FT 125 PLF 155 PLF 63 PLF 118 PLF 4.17 FT 11.92 FT 7.75 FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS 2388 PS 240 PS 4618 LB IN IN = U857 IN = L/451 IN M= 10888 FT -LB Page: 2 Multi- Loaded BeamF 2003 International Building Code (01 NDS) 1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:17 AM Project: M2780B3F -17R - Location: UFB03 DINING /LIVING Section Modulus (Moment): Sreq= 54.70 N3 S= 75.00 N3 Area (Shear): Areg= 28.87 N2 A= 37.50 N2 Moment of Inertia (Deflection): Ireq= 359.01 N4 I= 450.00 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) j Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB03 DINING /LIVING Summary: 3.125 IN x 12.0 IN x 11.92 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 25.3% Controlling Factor: Moment of Inertia / Depth Required 11.13 In LOADING DIAGRAM P1 P2 Reactions Live Load Dead Load Total Load Uplift Load A 5193 Lb 3648 Lb 8841 Lb 2432 Lb B 1086 Lb 1184 Lb 2270 Lb 789 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 Plf 0 Plf 9 Plf 9 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 288 Plf 253 PIf 288 PIf 253 Plf 0 Ft 4.2 Ft TR2 125 PIf 155 PIf 63 PIf 118 Plf 4.2 Ft 11.9 Ft Point Loading Live Load Dead Load Location P1 3450 Lb 2070 Lb 0.3 Ft P2 900 Lb 540 Lb 4.2 Ft Center Span = 11.92 ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006: 10:29:19 AM Project: M2780B3F -17R - Location: UFB04 GARAGE Summary: 6.75 IN x 9.0 IN x 9.25 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.0% Controlling Factor: Moment of Inertia / Depth Required 8.64 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): 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: U Total Load Deflect. Criteria: U 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 Live 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: 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= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 C1 =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.515 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 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A Moment of Inertia (Deflection): Ireq= 1= 0.11 0.16 0.27 0.17 2512 1689 4201 0.96 2853 2022 4876 1.11 9.25 1.33 9.25 1.00 480 360 IN IN = U687 IN = U407 IN LB LB LB IN LB LB LB IN FT FT FT 54 PLF 14 PLF 15 PLF 83 PLF 2312 LB 1492 LB 3.42 FT 438 PLF 335 PLF 438 PLF 335 PLF 3.42 FT 9.25 FT 5.83 FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS 2398 PS 240 PS 13889 FT -LB 4242 LB 69.49 N3 91.13 N3 26.51 N2 60.75 N2 362.77 N4 410.06 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB04 GARAGE Summary: 6.75 IN x 9.0 IN x 9.25 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.0% Controlling Factor: Moment of Inertia / Depth Required 8.64 In P1 V W TFi 1 Reactions Live Load Dead Load Total Load Uplift Load A 2512 Lb 1689 Lb 4201 Lb 1126 Lb B 2853 Lb 2022 Lb 4876 Lb 1348 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 54 PIf 14 PIf 15 PIf 83 PIf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 438 PIf 335 PIf 438 PIf 335 PIf 3.4 Ft 9.2 Ft Point Loading Live Load Dead Load Location P1 2312 Lb 1492 Lb 3.4 Ft LOADING DIAGRAM Center Span = 9.25 ft Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:20 AM Project: M2780B3F -17R - Location: UFB05 FOYER Summary: 3.125 IN x 9.0 IN x 6.58 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 81.0% Controlling Factor: Section Modulus / Depth Required 6.99 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): 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: 1_2= 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: U Center Span Loading: Uniform Load: Live 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= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span): X Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= Left Dead Load: TRD- Left-1 -2= Right Live 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 Live Load: Left Dead Load: Right Live 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: 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= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 3.619 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 left 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: Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= 0.04 0.06 0.10 0.07 1619 1233 2852 1.40 1619 1218 2837 1.40 6.58 1.33 6.58 1.00 480 360 104 124 7 235 452 300 1.25 452 300 3.58 388 233 388 233 0.0 1.25 1.25 388 233 388 233 3.58 6.58 3.0 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS 2392 PS IN IN = L/1356 IN = L/767 IN 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 240 PS 4646 FT -LB 2232 LB Page: 2 Multi- Loaded BeamF 2003 International Building Code (01 NDS) 1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:21 AM Project: M2780B3F -17R - Location: UFB05 FOYER Section Modulus (Moment): Sreq= 23.31 N3 S= 42.19 N3 Area (Shear): Areq= 13.95 N2 A= 28.13 N2 Moment of Inertia (Deflection): Ireq= 89.09 N4 1= 189.84 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB05 FOYER Summary: 3.125 IN x 9.0 IN x 6.58 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 81.0% Controlling Factor: Section Modulus / Depth Required 6.99 In LOADING DIAGRAM TP. Reactions Live Load Dead Load Total Load Uplift Load A 1619 Lb 1233 Lb 2852 Lb 822 Lb B 1619 Lb 1218 Lb 2837 Lb 812 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 104 PIf 124 Plf 7 PIf 235 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 388 PIf 233 PIf 388 PIf 233 PIf 0 Ft 1.2 Ft TR2 388 PIf 233 PIf 388 PIf 233 Plf 3.6 Ft 6.6 Ft Point Loading Live Load Dead Load Location P1 452 Lb 300 Lb 1.2 Ft P2 452 Lb 300 Lb 3.6 Ft P1 P2 Center Sp = 6.58 ft Multi- Loaded Beam' 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:23 AM Project: M2780B3F -17R - Location: UFB06 FOYER Summary: 5.125 IN x 12.0 IN x 8.92 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 7.0% Controlling Factor: Section Modulus / Depth Required 11.6 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): 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: 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 Point Load 2 Live Load: Dead Load: Location (From left Point Load 3 Live Load: Dead Load: Location (From left Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live 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: Trapezoidal Load 3 Left Live Load: Left Dead Load: Right Live 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: end of span): end of span): end of span): Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties L/ wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= PL3 -2= PD3-2= X3 -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= TRL- Left-3 -2= TRD- Left -3 -2= TRL - Right -3 -2= TRD- Right -3 -2= A -3 -2= B -3-2= C -3 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= 0.09 0.13 0.21 0.13 3533 LB 2510 LB 6043 LB 1.81 IN 4455 LB 3155 LB 7609 LB 2.28 IN 8.92 FT 1.33 FT 8.92 FT 1.00 480 360 0 PLF 0 PLF 15 PLF 15 PLF 1619 LB 1218 LB 4.08 FT 3375 LB 2025 LB 4.42 FT 900 LB 540 LB 8.25 FT 144 PLF 116 PLF 144 PLF 116 PLF 0.0 FT 4.42 FT 4.42 FT 363 PLF 298 PLF 363 PLF 298 PLF 4.42 FT 8.25 FT 3.83 FT 100 PLF 140 PLF 100 PLF 140 PLF 8.25 FT 8.92 FT 0.67 FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS IN IN = L/846 IN = L/499 IN Page: 2 Multi- Loaded Beamf 2003 International Building Code (01 NDS) Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:23 AM Project: M2780B3F -17R - Location: UFB06 FOYER Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 C1 =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4.371 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 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 114.99 S= 123.00 Area (Shear): Areq= 42.21 A= 61.50 Moment of Inertia (Deflection): lreq= 532.82 I= 738.00 2396 PSI 240 PSI 22960 FT -LB 6753 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB06 FOYER Summary: 5.125 IN x 12.0 IN x 8.92 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 7.0% Controlling Factor: Section Modulus / Depth Required 11.6 In TR 1 V v -i _R2 V T 3 Reactions Live Load Dead Load Total Load Uplift Load A 3533 Lb 2510 Lb 6043 Lb 1673 Lb B 4455 Lb 3155 Lb 7609 Lb 2103 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 0 PIf 0 Plf 15 Plf 15 Plf Point Loading Live Load Dead Load Location P1 1619 Lb 1218 Lb 4.1 Ft P2 3375 Lb 2025 Lb 4.4 Ft P3 900 Lb 540 Lb 8.2 Ft LOADING DIAGRAM P1 P2 Center Sp = 8.92 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 144 PIf 116 PIf 144 PIf 116 PIf 0 Ft 4.4 Ft TR2 363 PIf 298 PIf 363 PIf 298 PIf 4.4 Ft 8.2 Ft TR3 100 PIf 140 PIf 100 PIf 140 PIf 8.2 Ft 8.9 Ft P3 Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:24 AM Project: M2780B3F -17R - Location: UFB07 GARAGE Summary: 3.5 IN x 9.25 IN x 9.25 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 195.1% Controlling Factor: Section Modulus / Depth Required 5.4 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: U Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 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 CI =1.00 Cf =1.20 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 3.423 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 left 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): wL -2= wD -2= BSW= wT -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= Fb= Fv= E= Fc perp= Fv' M= V= Sreq= 16.91 S= 49.91 Areq= 5.78 A= 32.38 Ireq= 45.88 1= 230.84 0.03 IN 0.03 IN = U3303 0.06 IN = U1811 435 LB 448 LB 883 LB 0.40 IN 296 LB 187 LB 483 LB 0.22 IN 9.25 FT 1.33 FT 9.25 FT 1.00 480 360 54 PLF 14 PLF 8 PLF 76 PLF 63 PLF 118 PLF 63 PLF 118 PLF 0.0 FT 3.67 FT 3.67 FT 900 PSI 180 PSI 1600000 PSI 625 PSI Fb'= 1078 PSI 180 PSI 1519 FT -LB 693 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 Project: M2780B3F -17R - Location: UFB07 GARAGE Summary: 3.5 IN x 9.25 IN x 9.25 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 195.1% Controlling Factor: Section Modulus / Depth Required 5.4 In LOADING DIAGRAM TR 1 Reactions Live Load Dead Load Total Load Uplift Load A 435 Lb 448 Lb 883 Lb 299 Lb B 296 Lb 187 Lb 483 Lb 125 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 54 PIf 14 Plf 8 Plf 76 PIf Center Span = 9.25 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 63 PIf 118 PIf 63 PIf 118 Plf 0 Ft 3.7 Ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:25 AM Project: M2780B3F -17R - Location: UFB08 GARAGE Summary: 5.125 IN x 12.0 IN x 14.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 4.3% Controlling Factor: Moment of Inertia / Depth Required 11.83 In Center Span Deflections: Dead Load: DLD- Center= 0.18 IN Live Load: LLD- Center= 0.26 IN = L/634 Total Load: TLD- Center= 0.45 IN = L/376 Camber Required: C= 0.27 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2633 LB Dead Load: DL- Rxn -A= 1795 LB Total Load: TL- Rxn -A= 4428 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.33 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 3701 LB Dead Load: DL- Rxn -B= 2536 LB Total Load: TL- Rxn -B= 6237 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.87 IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 14.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 239 PLF Dead Load: wD -2= 149 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT -2= 403 PLF Point Load 1 Live Load: PL1 -2= 103 LB Dead Load: PD1 -2= 85 LB Location (From left end of span): X1 -2= 3.25 FT Point Load 2 Live Load: PL2 -2= 103 LB Dead Load: PD2 -2= 85 LB Location (From left end of span): X2 -2= 5.08 FT Point Load 3 Live Load: PL3 -2= 103 LB Dead Load: PD3 -2= 85 LB Location (From left end of span): X3-2= 7.25 FT Point Load 4 Live Load: PL4 -2= 103 LB Dead Load: PD4 -2= 85 LB Location (From left end of span): X4 - 2= 9.08 FT Point Load 5 Live Load: PL5 -2= 710 LB Dead Load: PD5 -2= 496 LB Location (From left end of span): X5 -2= . 11.25 FT Point Load 6 Live Load: PL6 -2= 835 LB Dead Load: PD6 -2= 580 LB Location (From left end of span): X6 -2= 13.08 FT Trapezoidal Load 1 Left Live Load: TRL- Left-1 -2= 113 PLF Left Dead Load: TRD- Left-1 -2= 68 PLF Right Live Load: TRL - Right -1 -2= 113 PLF Right Dead Load: TRD- Right -1 -2= 68 PLF Load Start: A -1 -2= 0.0 FT Load End: B -1 -2= 3.25 FT Load Length: C -1 -2= 3.25 FT Trapezoidal Load 2 Left Live Load: TRL- Left-2 -2= 113 PLF Left Dead Load: TRD- Left-2 -2= 68 PLF Right Live Load: TRL - Right -2 -2= 113 PLF Right Dead Load: TRD- Right -2 -2= 68 PLF Load Start: A -2 -2= 5.08 FT Load End: B -2 -2= 7.25 FT Load Length: C -2 -2= 2.17 FT Trapezoidal Load 3 Left Live Load: TRL- Left-3 -2= 113 PLF Left Dead Load: TRD- Left-3 -2= 68 PLF Right Live Load: TRL- Right -3 -2= 113 PLF Page: 2 Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006: 10:29:25 AM Project: M2780B3F -17R - Location: UFB08 GARAGE Right Dead Load: TRD- Right -3 -2= Load Start: A -3 -2= Load End: B -3 -2= Load Length: C -3-2= Trapezoidal Load 4 Left Live Load: TRL- Left-4-2= Left Dead Load: TRD- Left -4 -2= Right Live Load: TRL - Right -4 -2= Right Dead Load: TRD - Right -4 -2= Load Start: A-4 -2= Load End: B-4-2= Load Length: C-4 -2= Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Fb'= 2396 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 7.28 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 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 68 PLF 9.08 FT 11.25 FT 2.17 FT 188 PLF 113 PLF 188 PLF 113 PLF 13.08 FT 14.0 FT 0.92 FT Fv'= 240 PS M= 16614 FT -LB 5452 LB 83.21 N3 123.00 N3 34.08 N2 61.50 N2 707.34 N4 738.00 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09-11 -2006 Project: M2780B3F -17R - Location: UFB08 GARAGE Summary: 5.125 IN x 12.0 IN x 14.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 4.3% Controlling Factor: Moment of Inertia / Depth Required 11.83 In LOADING DIAGRAM Center Span P1 Point Loading Live Load Dead Load Location P1 103 Lb 85 Lb 3.2 Ft P2 103 Lb 85 Lb 5.1 Ft P3 103 Lb 85 Lb 7.2 Ft P4 103 Lb 85 Lb 9.1 Ft P5 710 Lb 496 Lb 11.2 Ft P6 835 Lb 580 Lb 13.1 Ft P2 P3 Reactions Live Load Dead Load Total Load Uplift Load A 2633 Lb 1795 Lb 4428 Lb 1197 Lb B 3701 Lb 2536 Lb 6237 Lb 1691 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 239 PIf 149 PIf 15 Plf 403 Plf Center Span = 14 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 113 PIf 68 PIf 113 PIf 68 PIf 0 Ft 3.2 Ft TR2 113 PIf 68 PIf 113 PIf 68 PIf 5.1 Ft 7.2 Ft TR3 113 PIf 68 PIf 113 PIf 68 PIf 9.1 Ft 11.2 Ft TR4 188 PIf 113 PIf 188 PIf 113 Plf 13.1 Ft 14 Ft P4 P5 3 Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:27 AM Project: M2780B3F -17R - Location: UFB09 GARAGE Summary: 6.75 IN x 9.0 IN x 10.17 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 36.2% Controlling Factor: Moment of Inertia / Depth Required 8.12 In Center Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live 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: 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 Live 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 Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 1.831 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 left 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): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= DLD- Center= LLD - Center = TLD- Center= C= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= 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= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fv'= M= V= 0.11 0.14 0.25 0.17 3525 2629 6155 1.40 1251 1183 2434 0.55 10.17 1.33 10.17 1.00 480 360 55.66 91.13 38.10 60.75 301.08 410.06 54 PLF 14 PLF 15 PLF 83 PLF 3701 LB 2536 LB 1.83 FT 63 PLF 118 PLF 63 PLF 118 PLF 1.83 FT 10.17 FT 8.34 FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS Fb'= 2398 PS IN IN = U897 IN = U490 IN LB LB LB IN LB LB LB IN FT FT FT 240 PS 11124 FT -LB 6096 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB09 GARAGE Summary: 6.75 IN x 9.0 IN x 10.17 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 36.2% Controlling Factor: Moment of Inertia / Depth Required 8.12 In P1 LOADING DIAGRAM V w Center Span = 10.17 ft Reactions Live Load Dead Load Total Load Uplift Load A 3525 Lb 2629 Lb 6155 Lb 1753 Lb B 1251 Lb 1183 Lb 2434 Lb 789 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 54 Plf 14 Plf 15 Plf 83 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 63 Plf 118 Plf 63 Plf 118 Plf 1.8 Ft 10.2 Ft Point Loading Live Load Dead Load Location P1 3701 Lb 2536 Lb 1.8 Ft Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:28 AM Project: M2780B3F -17R - Location: UFB10 GARAGE Summary: 5.125 IN x 15.0 IN x 11.83 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 47.2% Controlling Factor: Area / Depth Required 12.39 In Center Span Deflections: Dead Load: DLD- Center= 0.09 IN Live Load: LLD - Center= 0.14 IN = U1041 Total Load: TLD- Center= 0.22 IN = U639 Camber Required: C= 0.13 IN Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 3483 LB Dead Load: DL- Rxn -A= 2022 LB Total Load: TL- Rxn -A= 5505 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.65 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 5412 LB Dead Load: DL- Rxn -B= 3648 LB Total Load: TL-Rxn-B= 9060 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 2.72 IN Beam Data: Center Span Length: L2= 11.83 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 11.83 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 397 PLF Dead Load: wD -2= 180 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT -2= 596 PLF Point Load 1 Live Load: PL1 -2= 2512 LB Dead Load: PD1 -2= 1689 LB Location (From left end of span): X1 -2= 7.83 FT Point Load 2 Live Load: PL2 -2= 1686 LB Dead Load: PD2 -2= 1631 LB Location (From left end of span): X2 -2= 9.83 FT Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Fb'= 2395 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 7.808 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): Fv'= 240 PS M= V= 24823 FT -LB 8356 LB Sreq= 124.38 N3 S= 192.19 N3 Areq= 52.22 N2 A= 76.88 N2 Ireq= 811.82 N4 I= 1441.41 N4 Multi- Loaded Beam( 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB10 GARAGE Summary: 5.125 IN x 15.0 IN x 11.83 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 47.2% Controlling Factor: Area / Depth Required 12.39 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 3483 Lb 2022 Lb 5505 Lb 1348 Lb B 5412 Lb 3648 Lb 9060 Lb 2432 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 397 Plf 180 Plf 19 Plf 596 Plf Point Loading Live Load Dead Load Location P1 2512 Lb 1689 Lb 7.8 Ft P2 1686 Lb 1631 Lb 9.8 Ft Center Span = 11.83 ft P1 P2 Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:30 AM Project: M2780B3F -17R - Location: UFB11 8' O.H. DOOR Summary: 3.5 IN x 9.25 IN x 8.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 28.7% Controlling Factor: Area / Depth Required 7.27 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: U 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= 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: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Cf=1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 5.498 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 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.04 IN 0.05 IN = U1851 0.10 IN = U1047 569 LB 441 LB 1010 LB 0.46 IN 3814 LB 2862 LB 6676 LB 3.05 IN 8.33 FT 1.33 FT 8.33 FT 1.00 480 360 103 PLF 73 PLF 8 PLF 184 PLF 3525 LB 2629 LB 8.0 FT 900 PSI 180 PSI 1600000 PSI 625 PSI 1078 PSI 180 PSI 2772 FT -LB 3019 LB 30.86 N3 49.91 N3 25.16 N2 32.38 N2 79.37 N4 230.84 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) I Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB11 8' O.H. DOOR Summary: 3.5 IN x 9.25 IN x 8.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 28.7% Controlling Factor: Area / Depth Required 7.27 In W Reactions Live Load Dead Load Total Load Uplift Load A 569 Lb 441 Lb 1010 Lb 294 Lb B 3814 Lb 2862 Lb 6676 Lb 1908 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 103 Plf 73 Plf 8 PIf 184 PIf Point Loading Live Load Dead Load Location P1 3525 Lb 2629 Lb 8 Ft LOADING DIAGRAM Center Span = 8.33 ft Multi- Loaded Beam' 2003 International Building Code (01 NDS) Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:32 AM Project: M2780B3F -17R - Location: UFB12 GARAGE Summary: 5.125 IN x 12.0 IN x 12.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 41.0% Controlling Factor: Moment of Inertia / Depth Required 10.7 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): 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: 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 Live 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 Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CI =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.745 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 loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 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= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= 0.13 0.16 0.29 0.19 3086 2462 5548 1.67 1400 1369 2769 0.83 12.08 1.33 12.08 1.00 480 360 IN IN = U929 IN = L/508 IN LB LB LB IN LB LB LB IN FT FT FT 54 PLF 94 PLF 15 PLF 163 PLF 3083 LB 2065 LB 3.75 FT 200 PLF 120 PLF 200 PLF 120 PLF 0.0 FT 3.75 FT 3.75 FT 2400 PS 240 PS 1800000 PS 1600000 PS 650 PS 1850 PS 2396 PS 240 PS 17389 FT -LB 5081 LB 87.09 N3 123.00 N3 31.76 N2 61.50 N2 523.29 N4 738.00 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB12 GARAGE Summary: 5.125 IN x 12.0 IN x 12.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 41.0% Controlling Factor: Moment of Inertia / Depth Required 10.7 In A r P1 TIL V Reactions Live Load Dead Load Total Load Uplift Load A 3086 Lb 2462 Lb 5548 Lb 1641 Lb B 1400 Lb 1369 Lb 2769 Lb 913 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 54 Plf 94 Plf 15 PIf 163 Plf Point Loading Live Load Dead Load Location P1 3083 Lb 2065 Lb 3.8 Ft LOADING DIAGRAM Center Span = 12.08 ft Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 200 PIf 120 PIf 200 PIf 120 PIf 0 Ft 3.8 Ft B 1 Multi- Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:34 AM Project: M2780B3F -17R - Location: UFB13 GARAGE Summary: 5.125 IN x 9.0 IN x 12.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 49.2% Controlling Factor: Moment of Inertia / Depth Required 7.88 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): 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: 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 Live 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: 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= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1..00 CI =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.745 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 loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.14 0.13 0.27 0.21 1349 1249 2599 0.78 597 798 1395 0.42 12.08 1.33 12.08 1.00 480 360 54 94 11 159 450 270 3.75 225 135 225 135 0.0 3.75 3.75 2400 240 1800000 1600000 650 1850 2397 PS 240 PS 6091 FT -LB 2222 LB 30.49 69.19 13.89 46.13 208.62 311.34 IN IN = U1116 IN = L/537 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 PS PS PS PS PS PS N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB13 GARAGE Summary: 5.125 IN x 9.0 IN x 12.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 49.2% Controlling Factor: Moment of Inertia / Depth Required 7.88 In P1 LOADING DIAGRAM T 1l V Center Span = 12.08 ft Reactions Live Load Dead Load Total Load Uplift Load A 1349 Lb 1249 Lb 2599 Lb 833 Lb B 597 Lb 798 Lb 1395 Lb 532 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 54 Plf 94 PIf 11 Plf 159 Plf Trapezoidal Loading Left LL Left DL Right LL Right DL Load Start Load End TR1 225 PIf 135 PIf 225 Plf 135 PIf 0 Ft 3.8 Ft Point Loading Live Load Dead Load Location P1 450 Lb 270 Lb 3.8 Ft Multi- Loaded Beam' 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:36 AM Project: M2780B3F -17R - Location: UFB14 16' O.H. DOOR Summary: 5.125 IN x 16.5 IN x 16.33 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 36.0% Controlling Factor: Moment of Inertia / Depth Required 14.89 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): 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): Point Load 2 Live Load: Dead Load: Location (From left end of span): 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 Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.99 Fv': L2= Lu2 -Top= Lu2- Bottom= Cd= L/ U wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= 0.17 IN 0.23 IN = L/838 0.40 IN = U490 0.25 IN 5416 LB 3935 LB 9351 LB 2.81 IN 4196 LB 3083 LB 7279 LB 2.19 IN 16.33 FT 1.33 FT 16.33 FT 1.00 480 360 317 PLF 182 PLF 21 PLF 520 PLF 3086 LB 2462 LB 2.42 FT 1349 LB 1249 LB 13.92 FT 2400 PSI 240 PSI 1800000 PSI 1600000 PSI 650 PSI 1850 PSI 2384 PSI 240 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 27347 FT -LB 7.349 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= 8673 LB At a distance d from left 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): Sreq= 137.65 N3 S= 232.55 N3 Area (Shear): Areq= 54.20 N2 A= 84.56 N2 Moment of Inertia (Deflection): keg= 1410.66 N4 I= 1918.51 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) j Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB14 16' O.H. DOOR Summary: 5.125 IN x 16.5 IN x 16.33 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 36.0% Controlling Factor: Moment of Inertia / Depth Required 14.89 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 5416 Lb 3935 Lb 9351 Lb 2624 Lb B 4196 Lb 3083 Lb 7279 Lb 2056 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 317 PIf 182 Plf 21 PIf 520 PIf Point Loading Live Load. Dead Load Location P1 3086 Lb 2462 Lb 2.4 Ft P2 1349 Lb 1249 Lb 13.9 Ft Center Span = 16.33 ft Multi- Loaded BeamF 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:42 AM Project: M2780B3F -17R - Location: UFB17 GARAGE Summary: 6.75 IN x 19.5 IN x 19.83 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 66.5% Controlling Factor: Moment of Inertia / Depth Required 16.45 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): Live Load: LL- Rxn -A= 5101 LB Dead Load: DL- Rxn -A= 3122 LB Total Load: TL- Rxn -A= 8223 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.87 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 5562 LB Dead Load: DL- Rxn -B= 3447 LB Total Load: TL- Rxn -B= 9009 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 2.05 IN Beam Data: Center Span Length: L2= 19.83 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.33 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 19.83 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 437 PLF Dead Load: wD -2= 190 PLF Beam Self Weight: BSW= 32 PLF Total Load: wT -2= 659 PLF Point Load 1 Live Load: PL1 -2= 597 LB Dead Load: PD1 -2= 798 LB Location (From left end of span): X1 -2= 4.08 FT Point Load 2 Live Load: PL2 -2= 1400 LB Dead Load: PD2 -2= 1369 LB Location (From left end of span): X2 -2= 15.67 FT Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc perp= 650 PS Fb_cpr= 1850 PS Fb'= 2237 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.93 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 10.312 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): Fv'= 240 PS M= V= 0.15 IN 0.25 IN = U965 0.40 IN = U599 0.23 IN 41062 FT -LB 7964 LB Sreq= 220.28 N3 S= 427.78 N3 Areq= 49.77 N2 A= 131.63 N2 Ireq= 2505.34 N4 I= 4170.87 N4 Multi- Loaded Beam[ 2003 International Building Code (01 NDS) I Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006 Project: M2780B3F -17R - Location: UFB17 GARAGE Summary: 6.75 IN x 19.5 IN x 19.83 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 66.5% Controlling Factor: Moment of Inertia / Depth Required 16.45 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 5101 Lb 3122 Lb 8223 Lb 2081 Lb B 5562 Lb 3447 Lb 9009 Lb 2298 Lb Center Span P1 Uniform Loading Live Load Dead Load Self Weight Total Load W 437 Plf 190 Plf 32 Plf 659 Plf Point Loading Live Load Dead Load Location P1 597 Lb 798 Lb 4.1 Ft P2 1400 Lb 1369 Lb 15.7 Ft W Center Span = 19.83 ft P2 Column[ 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:44 AM Project: M2780B3F -17R - Location: GARAGE @ UFB10 Summary: 3.5 IN x 7.5 IN x 10 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 44.1% Vertical Reactions: Live: Vert-LL -Rxn= 3483 LB Dead: Vert-DL -Rxn= 2095 LB Total: Vert-TL -Rxn= 5578 LB Axial Loads: Live Loads: PL= 3483 LB Dead Loads: PD= 2022 LB Column Self Weight: CSW= 73 LB Total Loads: PT= 5578 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 7.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 26.25 IN2 Section Modulus (X -X Axis): Sx= 32.81 IN3 Section Modulus (Y -Y Axis): Sy= 15.31 IN3 Slenderness Ratio: Lex/dx= 16.00 Ley /dy= 34.3 Properties For: #2- Douglas Fir -Larch Compressive Stress: Fc= 1350 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 900 PSI Bending Stress (Y -Y Axis): Fby= 900 PSI Adjusted Properties: Fc': Fc'= 380 PSI Adjustment Factors: Cd =1.00 Cf =1.05 Cp =0.27 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 212 PSI Allowable Compressive Stress: Fc'= 380 PSI Column[ 2003 International Building Code (01 NDS)1 Ver: 6.00 By: Architects Northwest , Architects Northwest on: 09 -11 -2006: 10:29:45 AM Project: M2780B3F -17R - Location: GARAGE @ UFB14 Summary: 5.5 IN x 7.5 IN x 10 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 57.4% Vertical Reactions: Live: Vert-LL -Rxn= 5562 LB Dead: Vert-DL -Rxn= 3562 LB Total: Vert-TL -Rxn= 9124 LB Axial Loads: Live Loads: PL= 5562 LB Dead Loads: PD= 3447 LB Column Self Weight: CSW= 115 LB Total Loads: PT= 9124 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 7.50 IN Column Section (Y -Y Axis): dy= 5.50 IN Area: A= 41.25 IN2 Section Modulus (X -X Axis): Sx= 51.56 IN3 Section Modulus (Y -Y Axis): Sy= 37.81 IN3 Slenderness Ratio: Lex/dx= 16.00 Ley /dy= 21.8 Properties For: #2- Douglas Fir -Larch Compressive Stress: Fe= 700 PSI Modulus of Elasticity: E= 1300000 PSI Bending Stress (X -X Axis): Fbx= 750 PSI Bending Stress (Y -Y Axis): Fby= 750 PSI Adjusted Properties: Fc': Fc'= 520 PSI Adjustment Factors: Cd =1.00 Cp =0.74 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 221 PSI Allowable Compressive Stress: Fc'= 520 PSI 4x8 $ 6x8 P.T. POST EGG68 4 EGG I UFBI -. I- UFB14I UFBI5 SCALE: 1/8" = I' -0" N 11 I UFB2 HGUS3.25 /10 1E -- ILL HGUSS.25 /10 SKENED I UFB6 I UFB3 HGUS3.25 /10 ❑ ❑ ❑ ❑ UFFER FLOOR E EAMS: I UFBI I UFB2 I I UFB5 I UFB4 UFB5 I I UFB6 I j UFB I UFB5 I UFBQ I IUFBIO UFBII I I IUFB13 IUFB14I UFB5 I 5 1 43x18 GLB 24F -V4 DROP 6x8 DF #2 HEADER 3 %8x12 GLB 24F -V4 BOTT. @ +12' -0" A.M.F. 6 x01 GLB 24F -V4 FLUSH 3 GLB 24F -V4 FLUSH 5%8x12 GLB 24F -V4 UPSET 4x10 DF #2 FLUSH 5 43x12 GLB 24F -V4 UPSET 6 GLB 24F -V4 FLUSH 5 1 /8x15 GLB 24F -V4 DROP 4x10 DF #2 HEADER 543x12 GUS 24F -V4 UPSET 5 %8x GUS 24F -V4 FLUSH 634x101%2 GLB 24F -V4 DROP 5 1 /8x16 1 /2 GLB 24F -V4 HEADER UPPER FLOOR FRAMING - FLAN M2 11R STRUCTURAL CALCULATIONS FOR: Architects Northwest Plan M2780B3F -17R Lateral Design of a (2) -story SFR NOT VALID WITHOUT A WET SIGNATURE I EXPIRES 5 -27- OS WENDELL E. REED, PE, CBO REED & ASSOCIATES, PS Civil & Structural Engineering 8311 -212th St SW Edmonds, WA 98026 Office (425)778 -2793 Fax (425)775 -2073 FILE COPY Pc No. for Pederson Classic /Homes @ Lot 1 - S. 150th qtreet City of Tukwila RECEIVED CITYOFTUKWILA JAN 3 0 2007 PERMITCENTER JOB # 04 -577 Date 9/7/2006 Eng amg 2003 IBC (1-) Desc. Revise and Reissue Lateral Analysis by: 7/29/2004 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 Design Criteria Roof Dead Load Live Load Snow Load Reduction: 2SL Version 6.3 REED & ASSOCIATES, PS Civil & Structural Engineering 8311 212th St. SW, Edmonds, WA 98026 Office (425) 778 -2793 Fax (425) 775 -2073 Floors Snow Walls Wind Design Criteria Basic Wind Speed 85 MPH 1609.3 [284] Wind Exposure Category B 1609.4 [290] Wind Importance Factor I 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$ 1.00 F 1615(1) [304] 1- Second Acceleration S 0.30 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 Cd 4 F 1617.6.2 [334] Method Used Simplified Table of Contents 1.0 General Wind and Seismic Design Criteria 2.0 Wind Analysis 3.0 Wind Shear Forces and Uplift Forces 4.0 General Seismic Design Criteria 5.0 Seismic Analysis 6.0 Shear Walls in the Front to Back Direction 7.0 Shear Walls in the Left to Right Direction 8.0 Rho Calculations 9.0 Overturning Moment Sample Calculation 10.0 Overturning in the Front to Back Direction 11.0 Overturning in the Left to Right Direction 12.0 Shear Wall Load Summary 13.0 Hold Down /Shear Wall Schedules /Shear Flow /Connection Schedules 14.0 Horizontal Diaphragm 15.0 Basic Load Combinations Client: At.c.14 tr>=c 1 Project: Plan M2780B3F -1'3 R &A #: 04 -577 Calculated By: Tom Pitzer, PE Reed & Associates, PS 04 - 577 2SL IBC ver 6 -3.mcd Wind Analysis Basic Wind Speed (MPH), 0 Wind Exposure Category (WEC), )_ .................. Wind Exposure, enter: (1)- exposure "B ", (2)- exposure "C ", (3)- exposure "D" Mean Roof Height (MRH)., jay> ........................ Pnet = 1Iwpnet30 Equation 16-34 [292] Simplified Wind Design Pressures (Main Wind Force Resisting System) 2003 IBC Table 1609.2.1(1) [p. 332] ps30 (Exposure B at h = 30 feet with Iw=1.0)(psf) Roof Rise in 12" enter. [1] Flat, [2] 2, [3] 3, [4] 4, [5] 6, [6] 7 to 12 Simple Wind Pressures ZoneA = 12.9"psf ZoneE = S.Oopsf Height & Exposure Adjustment Coefficienia, 2003 IBC Table 1609.6.2.1(4) [p, 297] Adjustment Factor ZoneB = 8.80psf ZoneF =- 7.80psf Wind Importance Factor 2003 IBC Table 1604.5[p.272] Wind Importance: •.l• in'C�:�iYIO•' : Design Wind Pressures 2003 IBC Table 1604.5[p.272] Simplified Wind Design Pressures - combined windward & leeward pressures over projected area: P A :_A, •1 w ZoneA P B : =1.1 wZoneB P C :_ . •1 y yZoneC P E : =l •I w ZoneE P F :_X •I w .ZoneF P G : =x. .1 w •ZoneG P D :=7i. •I w •ZoneD P H :=a •1 w ZoneH Least Horizontal Dimension, (LHD) 2003 IBC Figure 1609.6.2.1 [p.292] �... w:`•:': : :y : Footnote 10 2SL Version 6.3 c +: ZoneC =1 ZoneG = 4.30psf ZoneD = 7.O0psf ZoneH = _6.7 The smaller of: 10% of least horizontal dimension al : =.1 -LHD al = 4.0 ft Controls 0.4h a2 : =.4 •h a2 = 6.8 ft But not less than: 4% of least horizontal dimension a3 := .04•LHD a3 = 2 ft 3 feet a4 : =3•ft 2•at =8ft 7/29/2004 Page 2 Reed & Associates, PS 04- 577 2SL IBC ver 6-3.mcd Wind Analysis (cont.) Controlling Load Combination for Wind Loads D+(W or 0.7E)+L+(Lr or S or R) Equation 15-JO[273] Load Duration Factor, CD, for Wind Loads NW Section 2.3.2 [9] c D :=1.6 Diaphragm Sail Areas Roof Diaphragm: Front/Rear Direction (Longitudinal) Horizontal Vertical 2SL Version 6.3 Total Base Shear Uplift Forces: Total Uplift Opposing Dead Load Lower Floor Diaphragm: Front/Rear Direction Horizontal Wind Shear Calculations Shear Forces: Front/Back Direction (Longitudinal) Roof Diaphragm V r . f r = 3715°Ilo Floor Diaphragm V If = 4306mb Side/Side Direction (Transverse) Side/Side Direction Horizontal Left/Right Direction (Transverse) Roof Diaphragm Floor Diaphragm Total Base Shear Total Uplift Opposing Dead Load v r.ss .6570mb V If.ss .64100lb s*. • ,••• 7/29/2004 Page 3 Reed & Associates, PS 04 - 577 2SL IBC ver 6 -3.mcd Mapped Maximum Considered Earthquake Spectral Acceleration ss : =1.00 Figure 1615(1) [304] S1 : =.30 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] SMS = Fa *Ss SDS = 2/3 *S SDS : =( SMS 3 S DI = 2[3 *SM1 SD1 : =(2) SM1 3 Equation 16-38 [322] SMS: =FaSS SMS =1.00 SM1 = F Equation 16-39 [322] SM1 : =FvS1 SM1 = 0.48 Design Spectral Response Acceleration Parameters Equation 16-40 [322] sDS = 0.667 Equation 16-41 [322] SD1 = 0.320 Deflection and Drift Limits, A Section 1617.3 [331] hsx = the story height below Level x Da = Allowable Story Drift (in) Design Story Drift A = 1% of Story Height (in) 2SL Version 6.3 Upper Floor Lower Floor hsxu :=17-ft hsxl : = 8.1 • ft Deltaau :=.025 .hsxu Deltaal : =.025 •hsxl WO.* < ' S x 1faat':e f Upper Floor ower Floor Deltau := .01.8.1 •ft Deltal := .01.17.tt 7/29/2004 Page 4 Reed & Associates, PS Seismic Analysis Building Properties: Area of the Roof in Square Feet Area of the Floor Diaphragm in Square Feet Area of Low Roof into First 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 Lateral Force Parameters: Using the Upper limit for Base Shear; Assume Soil Type SD for Seismic Zone 3 2003 IBC Table 1617.6.2 [334] Er : =(p •F r ) Er= 5886 lb 2SL Version 6.3 2003 IBC Section 1604.5 [271] Seismic Base Shear, V Equation 16-56 [331] V B [ 1.2.(SD R J t VB= 13646wb Vertical Distribution of Seismic Shear Forces: Check following calculations; If Ft is equal to V B then OK Roof Diaphragm Floor Diaphragm Total Base Shear _ 1.2•SDS•I F • R )'Mr _ 1 .•1 Ff. 12•sD S _ ( R ) .Mf Ft: Controlling Load Combination for Seismic Loads D +(W or 0.7E) +L +(Lr or S or R) Equation 16- 10[273] Load Duration Factor; C for Seismic Loads C D : =1.6 NDS Section 2.3.2 [9] - Seismic Load, E 04- 577 2SL IBC ver 6 -3.mcd Equation 16-57 [332] M r :=(A r•R DL) --(H 2.0.512b•W DL) M f' =(A f) . F DL'I - A rl'R DLI- (H 1 i-H 2)' ib 2b)'W DL Mt : E =pQ a +0.2S D Equation 16-50 [329] 0.2S�o is equal to zero for S less than 125 Set /on 0.5.27 ASCE7 -0211441 Section 16 -[329] Check Redundancy; Assume p =1.5 initially, calculate "V' of walls, then find actual p. p : =1.0 Ef:= (p•F Ef = 7760 lb F r = 58861b F f= 7760lb Ft= 136461b E mr : =Qo.F r E m f : = Oo•F f E mr =17659 lb Height of Rim Joist Height of Second Story Walls Height of First Story Walls Length of Wall on the Second Floor Length of Wall on the First Floor Section 16 -[329] Oo : =3 E mf= 23279 lb M r = 38415mb M t = 50640lb M t= .89055mb 7/29/2004 Page 5 Reed & Associates, PS Shear Wall Design Front/Back Direction Shear Walls Second Floor: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: EQ 16-10 Calculate Lateral Forces for wind: EQ 16 -10 ..................:....... V 1.2e = 1471 alb V 1 =1326 v1.2 =1471 lb Shear per linear ft: v 1.2 ' - 1.2 ' - L 1.2 v 32, Lb 1.2° ft Shear Walls First Floor: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: EQ 16 -10 Calculate Lateral Forces for wind: EQ 16 -10 Shear per linear ft: 2SL Version 6.3 Wall Line - (2.1) V 1.2e 0.7•Er) •TW 1.2e V 1.2w :=V r.fr'TW 1.2w Controls 1 = "Seismic" Controls 2 = "Seismic" V 1.1e :=(0•7•Ef) ' 1.1e V tie = 2173db V 1.1w: if.fr'TW 1.1w V 1.1w= 1722db VT 1 = 3644 lb VT 1.1 v 1.1 :_ L 1.1 v1.1 = Wall Line - (2.2) V 2.2e 11N �O.7•Er� 2.2e V 2.2e = 2060db V 2.2w :=V r.fr•TW 2.2w V 2.2w .1857db v2.2 = lb V 2.2 v 2.2 2.2 L 2.2 v 2.2 =74an Wall Line - (1.2) ........�: ;�!': is + /.• < ::....�.� V 2.1e: •T 2.1e V2.1e= 2716 V 2.1w .=V lf.fr'TW2.1w v 2.1w= 21531b Controls 1 "Seismic" Controls 2 = "Seismic" yr 2 4776 lb 2.1 v 2.1 := ( L 2.1 v 2.1 04 - 577 2SL IBC ver 6 -3.mcd Wall Line - (2.3) V 3.2e :=(0.7•Er) •TW 3.2e V 3.2e = 589db V 3.2w :=V r.fr•TW 3.2w V 4.2w . r.fr'TW 4.2w V 3.2 531adb Controls 3 = "Seismic" Controls 4 = "Wind" V32 = 589 lb _V 3.2 v 3.2 L 3.2 49a 3.2 = ft Wall Line - (1.3) V 3.1e := ( 0 . 7 •0•TW3.1e V 3 = 543db v 3.1 =431ab L3 91 alb v3.1 ft Wall Line - (2.4) V 4.2e : .TW 4.2e V 4.2e = 0db V 4.2w = Ow b V4.2 = _V 4.2 v 4.2 - L 4.2 O v4.2= ft Wall Line - (1.4) V 4.1e := (0.7•Ef) •TW 4.1e V4.1e = 0 wb V 3.1w : lf.fr'TW 3.1w V 4.1w : lf.fr'TW 4.1w V4.1w = L4.1 v 4.1 = 0 °L b Controls 3 = "Seismic" Controls 4 "Wind" VI" 3 = 1132 lb VT 41= 0 lb v , : = V T 3.1 _VT 4.1 v 4.1 7/29/2004 Page 6 a Reed & Associates, PS Shear Wall Design Left /Right Direction Shear Walls Second Floor: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: EQ 16-10 Calculate Lateral Forces for wind: EQ 16-10 Shear per linear ft Shear Walls First Floor: Earthquake distr.: Wind distribution: Calculate Lateral Forces for earthquake: EQ 16-10 Calculate Lateral Forces for wind: EQ 16 -10 Shear per linear ft: 2SL Version 6.3 Wall Line - (2.A) v A2 = 821 lb -V A.2 V A.2 L A.2 v A.2 = 6 8°ft V A.le = 6361b V A.2e = 5151b V A.2w :=v r.ss'TW A.2w V = Controls A = "Wind" Wall Line - (1.A) V A.1e := •TW A.1e Wall Line - (2.B) V A.2e :=(O.7•Er) •TW A.2e V B.2e :=(0.7•Er) •Tw B.2e V B = 1545.2mb V B.2w :=V r.ss'TW B.2w V B.2 = 2464 Controls B = "Wind" V B =2464 lb VB.2 B.2 L B.2 B.2 = 9 5•ft • Wall Line - (1.B) 04 - 577 2SL IBC ver 6 -3.mcd Wall Line - (2.C) V C.2e (0.7•Er) .1-VV C.2e V C.2e = 1545 V C.2w :=V r.ss'TW C.2w V c = 2464Nb Controls c "Wind" V c = 2464 lb V C.2 C.2 - C.2 " C.2 = 205 °1' ft Wall Line - (1.C) V B.1e : 0 . •'N B.1e V C.le := (O.7•Ef) •TW C.1e V B.1e = 172211 V C.1e = 2 0801b V A.1w: if.ss'TW A.1w V B.1w : 1f.ss B.1w V C.1w ;=V If.ss'TW C.1w V A 750olb V8.1w= 203211 Vc.1w= 245511 Controls A ."Wind" Controls B.1 = "Wind" Controls C.1 = "Wind" vT A . 1 = 1571 lb vT B1= 4496lb yr c 491911 v A.1 '= ,.. 1 A.1 " B.1 ' =1�8 1) `' C.1 ' -(--) C. Ib A.1 = 157. ft V B.1= 375.1 ft v c.1= 289°11 ft Wall Line - (2.D) V D.2e : •TW D.2e V D.2e = 515"lb V D.2w :=V r.ss'TW D.2w V 112w = 821 Nb Controls D = "Wind" v lb _V D.2 V D.2 L 112 v D.2 =68°ft Ib Wall Line - (1.D) V D.le : •TW D.1e V D.1e = 994Nb V 10.1w : If.ss'TW 0.1w v -p = 117311 Controls D "Wind" VT D =1994 lb V T D.1 D.1 L D.1 `' D.1 = 235,1) ft 7/29/2004 Page 7 Reed & Associates, PS 04 - 577 2SL IBC ver 6 -3.mcd Shear Wall Rho Calculations Shear Walls Second Floor: Shear Walls First Floor: Shear Walls Second Floor: Shear Walls First Floor: 2SL Version 6.3 Wall Line - (2.A) Wall Line - (2.B) V A.2e1 0 V B.2e1 0 V C.2e '10 V D.2e '10 rA.2 := LA2 rB.2:= LB.2 r ._ LC.2 LD.2 F F C.2'- rD.2'= r F F P A.2 : =2- 20.ft P ._ 20.ft 20.ft B.2 P C.2 : =2- P D.2 : =2- 20.ft r A.2' A bA r 8.2' A b4ft2 r C.2' '° rft r02. A b'ft2 PA.2 = -3 Wall Line - (1.A) Wall Line (1.B) rA.1 : Wall Line - (2.1) Wall Line - (2.2) V 1.2e r1.2 := L 1.2 F P 1.2 =2- 20.ft 2 r 1.2' A b'ft P 1.2 = -5.4 Wall Line - (1.1) V 1.1e±V 1.2e1 0 V 2.1etV 2.2e1 V 3.1e+V "el V V L1 1 L '10 p 4.1e+ 4.2e.1 r1.1 F r2.1 := 2.1 r3.1 := L3.1 r _ L4.1 Ff Ff F 4.1 Ff P 1.1 =2 - 20.ft r1.1' Abft 2 P 1.1 = -1 P A.1 : = P A.1 = -0.8 V A.1e1 A.2e10 L A.1 F f 20 ft r A.1 2 ' A b'ft P max = 0.8 V 2.2e10 V 3.2e .10 "4.2e10 r2.2. -L2F r3.2 := r4.2 = L4.2'10 r F F P 2.2 : = 20.ft P 3.2 : =2- 20.ft P 4.2 : =2- 20.ft r 2.2' A b'ft r 3.2' A b'ft r 4.24A 0 P2.2 = -1•3 P3.2 =-2.9 P4.2= Wall Line - (1.2) Wall Line - (1.3) Wall Line - (1.4) P 2.1 : =2- P 2.1 0.4 P B.1 =2- PB.1= 20.ft r2.1' Ab'ft PB.2= PC.2 =0.1 V B.1e1 V B.2e1 0 r B.1 : = L B.1 F 20.ft r 2 B.1 ' A b'ft Use p = 1.0 Wall Line - (2.3) Wall Line - (2.4) 20.ft P 3.1 : = P 3.1 = - Wall Line - (2.C) Wall Line - (2.D) Wall Line - (1.C) Wall Line - (1.D) rc.1 := P C.1 : =2- 204t P D.1 : =2- 2 r P c.1 0.5 r3.1' Abft V C.1etV C.2e1 0 L C.1 Ff P 4.1 : =2- P 4.1 P D.2 = - 3 . 6 20.ft 2 r 4.1 ' p` b'ft V D.1etV D.2e.10 L D.1 rD.1 P D.1 0.2 Ff 20.ft 2 r D.1' Ab'ft 7/29/2004 Page 8 Reed & Associates, PS • Overturning Moment Introduction and Sample Calculation 2003 IBC Section 1604.4 [271] The following example is to illustrate the calculations used to determine the overturning forces imposed upon a shear wall under design forces. :.:<:;;r..;:<,:.r«:r The design force applied at the top plate of the shear wall of interest. This is calculated as the unit force (plf) in the wall multiplied by its length, representing the design force applied. v : =250• WaIlLine.1 v =1250 lb V : =v WallLine.1 The shortest individual panel length on a grid line. Resistance to the design force applied comes from the dead load existing in the structure. The following variables define the tributary width of Roof and Floor loads that act at this level. Dead loads from the level above, for example, 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 wall being calculated. 04 - 577 2SL IBC ver 6 -3.mcd ft Tributary Width of Roof supported by the wall Tributary Width of Floor supported by the wall Tributary Width of Roof supported by the uplift section Tributary Width of Floor supported by the uplift section 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. H mots :=H 1 Height of Wall H mots = 9 .1 ft In order for a wall section to experience uplift, adjacent wall must be lifted as well. Assuming a 45 degree 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, based on the area of wall lifted. We refer to this as the Uplift Section. L o . _ H mots Length of wall resisting uplift during overturning L 4.5 ft 2 0= The dead load of the wall consists of contributions from the roof, floor, and wall. 2SL Version 6.3 W:= 0H mots •wsWD ( Trs•w s .RDO T WallLine.1 [(V) .H mots1 T WaIILine.2'ws] - 0.67 2 w •W- 0.67•Panr ws w. 1239 ib The dead load of the uplift section also consists of contributions from the roof, floor, and wall. P : =(L 0 .T r 2 s .R D I) -1-(1. o -H motsW DL) , f- (L 0 f25 DL) P = 1127ab An overturning moment is calculated by summing all forces about the compression corner of the shear panel. The result is the tension required to resist uplift. Note the tension that is applied from the wall above. Top story wall calculations do not have an overturning tension from above. T WaliLine.1 =1115 lb 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. 7/29/2004 Page 9 a a Reed & Associates, PS a 1, a a a Check Overturning Moment Front/Rear Direction OVERTURNING F/B - Second Floor Line Width Length Wall lit 2.1 Overturning Calculations 2.2 alta I-22= Overturning Calculations L 3 = 12 ft Overturning Calculations 2.4 L 4.2 = ° ft Overturning Calculations OVERTURNING F/B - First Floor Tributary Area of: Line Width Length Wall lit Bog Roof Adi Bac/ Floor Adi Uplift Force Controls 1.1 Overturning Calculations a I .4 L 2 = 24 ft 2SL Version 6.3 Overturning Calculations Overturning Calculations 1.4 , L 1.2 = 45 ft H mot : 2 1 -1.1 = 37 ft H mot : 1 L 3 = 12.5 ft H mo t :=H1 L41 = ° ft Overturning Calculations H mot =H2 H mot : 2 H mot : 1 Roof • 04-. 577 2SL IBC ver 6-3.mcd Tributary Area of: Roof Adi Floor Floor Ad r • ":**r 'Kir • H mot 1 :=H flf(e/lf.,:i2z/ Uplift Force Controls C1.2 = "seismic" 1.1 = "seismic" C 2.2 = "seismic" C 4.2 = "wind" c 4.1= 'Wind" 7/29/2004 C 2.1 = "seismic" c 3 = "seismic" Page 10 Reed & Associates, PS Ii D 2.A WP" L A = 12 ft H mo t :=H 2 Overturning Calculations 2.B wr. Overturning Calculations 2 •C REM L C.2= 12 ft Overturning Calculations 2.D Overturning Calculations OVERTURNING UR - First Floor Line Width erLitht Wall Ht 1.A 3ifi: Overturning Calculations 1Bj2ft L8 Overturning Calculations 1.0 Lc.1.17ft Overturning Calculations 1.D fsrit: Overturning Calculations 2SL Version 6.3 LB2=26ft H mo t :=H 2 LD ft Hm Lkl=lOft 11 mo t :=H H mot : 1 L D1=8.5ft H mot := tr 04- 577 2SL IBC ver 6-3.mcd OVERTURNING UR - Second Floor Line Width Length • Wall Ht Roof Roof Adi Floor Tributary Area of: Tributary Area of: Root Roof Adi Boor • Floor Adi Tt Floor Adi Uplift Force Controls Uplift Force • C A.2 = " wind " C C.2 = "wind" Controls C 0 = "wind" C A = "wind" 7/29/2004 C D.1 = "wind" Page 11 Reed & Associates, PS 04- 577 2SL IBC ver 6 -3.mcd Shear Wall Load Summary 2nd Fl - F/B ine Total Shear Length (2.1) v1.2=1471003 (2.2) V2 = 20601b (2.3) V3 = 589 °Ib (2.4) V 4.2 = O °Ib 1st Fl - FIB Lim Total Shear (1.1) vT1,1 =3644mb (1.2) VT 2 47761b (1.3) Vr 3.1 =11321b (1.4) VT 4 = O°Ib 2nd Fl - UR Lim Total Shear (2.A) V Al = 8211b (2.B) v B = 24641b (2.C) V C.2 = 2464wb (2.D) V D = 821 wb 1st Fl -UR Ike Total Shear (1A) vT A 1 =157101b (1.B) VT B.1= 4496wb (1.C) VT c 4919wb (1.D) VT D.1= 1994 °Ib 2SL Version 6.3 L 1.2= 48 - 8 ft L2.2 =28 ft L3.2 = 12ft I-4.2= ft Length I-1.1= ft L2.1= ft L3.1 =12.5ft L4.1 =oft Length LA.2 = 12ft LB.2 = 26ft Lc,2 =12ft LD.2 =12ft Length LA.1 =10ft B.1= ft LC.i =17ft LD.1 = Shear per foot Call -Out Controls v 1 = 32°plf v 2.2= 740plf SW -1 Ro2.2 = " S " V 3.2 = 49°plf SW -1 v 4.2=O ° P' Shear per foot Call -Out Controls v 1 = 98°plf SW -1 Ro 1.1 = "S" 2 199 SW -1 Ro 2 "S" v 3.1 = v 4.1= 0°plf v C = 205°p1f SW -1 Shear per foot Call -Out A.1 = I57°plf SW-1 SW -1 Ro 1.2 = " S " Ro 3 = S Ro 4.2 = "W" SW -1 Ro 3 = "S" Ro4.1 = Shear per foot Call -Out Controls v 82= 95°plf SW-1 RoB2 = "W' Ro C.2 = v D = 68 °plf SW -1 Ro D.2 = "W" ontrols RoA.1 = v B.1 375°plf SW -2 Roil.' = "W" v C.1= 289°plf SW-2 Ro C = " W " v D = 235°plf SW-1 Ro D = " W " Uplift Force T1.2 = - 966 lb T2.2 = - lb T3.2=-125 lb T4.2 = Uplift Force Call -Out T1.1 = -121 lb N /A; T < 1000# T2.1= 874 lb T3 = -257 lb T4.1 =01b Uplift Force v q.2 = SW -1 RoA.2 = " W" TA.2= -823lb T B.2=-1201 lb N /A; T < 1000# T C = 285 lb N /A; T < 1000# T D.2=-101 lb Uplift Force TA.1 = -128 lb T B 825 lb T c.1 2166 lb TD1= 1571lb Call -Out N /A; T < 1000# N /A; T < 1000# N /A; T < 1000# T -1 N /A; T < 1000# Call -Out N /A; T < 1000# N /A; T < 1000# Call -Out N /A; T < 1000# T -1 T- 1 T -1 7/29/2004 Page 12 Reed & Associates, PS 04 - 577 2SL IBC ver 6 -3.mcd Shear Wall Requirements - Hem Fir values 2003 IBC Section 2306.4[467] SW -1 SW -2 Use 7/16" OSB w/ 8d © 6" Edge 8d © 12" Field Capacity (242 pit) Holddown Requirements T -1 STHD8/STHD8RJ w/ (24)- 16d sinkers Capacity: 2210# Shear Flow Connectors Capacity (Hem -Fir) 16d Nails. z := 154•Ib 16d Slant Nails (v <150) z 2 := 128•Ib Simpson A35 Clip z 3 := 450•Ib Simpson H1 Truss Connector z 4:= 430•ib Simpson DTC Clip z 5 : =111 .lb 1/2" Diameter Anchor Bolts (2x) z 6 : =758ab 5/8" Diameter Anchor Bolts (2x) z 7 := 1106•Ib 5/8" Diameter Anchor Bolts (3x) z 6:= 1386•Ib Connector Spacing: Shear Walls 1 2 3 4 5 6 2SL Version 6.3 z � Use 7/16" OSB w/ 8d @ 3" Edge 8d @ 12" Field Note 7 Capacity (456 plt) 7.6 4.1 6.3 3.4 22.3 11.8 21.3 11.3 5.5 2.9 37.6 19.9 54.8 29.1 68.7 36.5 °in 16d nails 16d slant nails A35 Clips 141 Clips DTC Clips 1/2" Anchor Bolts (2x) 5/8" Anchor Bolts (2x) 5/8" Anchor Bolts (3x) Shear Wall Capacity sw 1 := 242•pif sw 2 := 456 •plf SW 3: =0•plf SW 4 = 0•pif SW 5: =0pit SW 6: =0.pif 7/29/2004 Page 13 Reed & Associates, PS 04 - 577 2SL IBC ver 6 -3.mcd Roof Diaphragm Check For the Roof Sheathing shown, calculate the minimum depth of the diaphragm: apttF: 1Ef 3/8" OSB (48/24) Roof Sheathing w/ 8d Nails at 6" O.C. Edges Wall Line Minimum Depth Wall Line Minimum Depth 8d Nails at 12" O.C. Field "Any Case" HF #2 Cap =148 (1) D1.2 =Ca D1.2 = (A) DA.2 VA.2 DA.2 =5.5ft CapRF ( D 2.2 := V 2.2 D 2.2 = 13.9 ft (B) D V 6.2 CapRF B.2 CapRF D B•2 =16.6 ft 3 := ( ) D V3'2 -CapRF D3.2 = (C) DC.2: =VC.2 DC.2 =16.6ft CapRF V 4.2 ( D 4.2 =CapRF D 4.2 =O (D) D D.2 := V D.2 D D.2 = 5.5 ft CapRF Floor Diaphragm Check For the Floor Sheathing shown, calculate the minimum depth of the diaphragm: 5/8" OSB (48/24) Flooring w/ 10d Nails at 6" O.C. Edges 10d Nails at 12" O.C. Field "Any Case" HF #2 Cap =176plf 2SL Version 6.3 Wall Line Front/Back Left/Right Front/Back Left/Right Minimum Depth Wall Line Minimum Depth - V 1.1 (1) D1.1 • - CapFL P.m =12.3ft (A) DA.1 : = VA . 1 DA.1 =4.3ft CapFL ( D2.1: =V2.1 D2.1= ft (B) D V B.1 CapFL 6.1 .- CapFL D 8.1 =11 'S ft ( D 3.1 V 3.1 0 3.1 = 3.1 ft ( C ) D v c.1 CapFL C.1 = CapFL D C,1 =13.9 ft ( D4.1: =V4.1 D D4.1 =oft -V D .1 CapFL ( ) D D.1 ' -CapFL D D.1 - 6.7 ft 7/29/2004 Page 14 Reed & Associates, PS 04 - 577 2SL IBC ver 6 -3.mcd 2SL Version 6.3 Basic Load Combinations 2003 IBC Section 1605.3.1 [273] D D +L D +L +(Lr) D + L + (S ) D + L +( R) D + (W) + L +(R) D +(W ) +L +(S) D +(W) +L +(Lr) D +( 0.7E) +L +(Lr) D +( 0.7E) +L +(S) D +(0.7E) +L +(R) 0.6D +W 0.6D +0.7E EQ 16 -7 EQ 16 -8 EQ 16 -9 EQ 16 -9 EQ 16 -9 EQ 16 -10 EQ 16 -10 EQ 16 -10 EQ 16 -10 EQ 16 -10 EQ 16 -10 EQ 16 -11 EQ 16 -12 Earthquake Load, E E= pQe +0.2S EQ 16 -50 E= pQe -0.2S EQ 16 -51 Max Earthquake Load, Em E= 0.Qe +0.2S EQ 16 -52 E= 0.. 0.2S EQ 16 -53 Special Seismic Loads 1.2D +f1 *L +Em EQ 16 -19 0.9D +Em EQ 16 -20 Dead Load Live Load Live Roof Load Snow Load Rain Load Wind Load D L L S R W Live Load Coefficient f1 7/29/2004 Page 15 O 4 P) REED & ASSOCIATES, PS CWI6 Stn.Chn.l Enyinndny 8311 212th St SW, E&,,.nds, WA 88026 j 018 (4 n8 -2782 F." (425) 27 SHEARWALL & HOLDOWN NOTES (U.N.O.) (1) Locate holdown (Simpson u.n.o.) at end of shearwall. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Deepen foundation as req'd for holdown anchor embedment. (4) Threaded rod and coupler as required. (5) Common nails: 8d=0. 131 "x2' ", 10d= 0.148 "x3 ", 12d= 0.148 "x3 ", 16d= 0.162 "x3 % ", 16d sinker = 0.148 "x3 %.". (6) Install H1's on all trusses /rafters, A35(F)'s at 24 "o /c on gables and rim joist (or solid blkg) to top plate (sill plate at foundation) u.n.o.; A35(F)'s required at roof solid blocking to SW top plate when specified spacing is less than 24 "o /c, install H1 or H2.5 on all trusses /rafters. Connectors per Simpson Strong -Tie u.n.o. (7) Minimum 3x or dbl -2x stud Iam'd w/ (2) -16d © 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a mirnimum 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. 2x min PT, u.n.o. HOLDOWN SCHEDULE 01.0 Ess, s Date: 7/29/2004 Job #: 04 -577 MARK T -1 HOLDOWN / STRAP *(1)(3) STHD8 /8RJ FASTENERS TO (2) -STUDS MIN U.N.O. (24) - 16d FOUNDATION ANCHOR *(4) COMMENTS 7/29/2004 04 -577 (tjp) IBC 2004 Job Info.xls SHEARWALL SCHEDULE R & ASSOCIATES, PS Date: 7/29/2004 gv 1 6 Struetu I E nyYts .d 1 A. ...1 1 21 2th St. SW. EAnatds, WA 88028 111 i 011. (42.) 7792783 F. (426) 775-2073 Job #: 04 -577 MARK * (2) SHEATHING - APPLY TO 2x HF STUDS @ 16 "o /c U.N.O. BELOW SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED do not ( penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE *(6) SILL PLATE ANCHORS w/ 2" x 2" x 3/16" WASHERS * 8 ( ) SW -1 7/16" OSB 8d @ 6" o.c. 16d @ 9" o.c. A35 @ 24" o.c. 5/8" 0 @ 48" o.c. SW -2 7/16" OSB (Note 7) 8d (4)3" o.c. 16d @ 5" o.c. A35 @ 12" o.c. 5/8" 0 @ 15" o.c. O 4 P) REED & ASSOCIATES, PS CWI6 Stn.Chn.l Enyinndny 8311 212th St SW, E&,,.nds, WA 88026 j 018 (4 n8 -2782 F." (425) 27 SHEARWALL & HOLDOWN NOTES (U.N.O.) (1) Locate holdown (Simpson u.n.o.) at end of shearwall. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Deepen foundation as req'd for holdown anchor embedment. (4) Threaded rod and coupler as required. (5) Common nails: 8d=0. 131 "x2' ", 10d= 0.148 "x3 ", 12d= 0.148 "x3 ", 16d= 0.162 "x3 % ", 16d sinker = 0.148 "x3 %.". (6) Install H1's on all trusses /rafters, A35(F)'s at 24 "o /c on gables and rim joist (or solid blkg) to top plate (sill plate at foundation) u.n.o.; A35(F)'s required at roof solid blocking to SW top plate when specified spacing is less than 24 "o /c, install H1 or H2.5 on all trusses /rafters. Connectors per Simpson Strong -Tie u.n.o. (7) Minimum 3x or dbl -2x stud Iam'd w/ (2) -16d © 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a mirnimum 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. 2x min PT, u.n.o. HOLDOWN SCHEDULE 01.0 Ess, s Date: 7/29/2004 Job #: 04 -577 MARK T -1 HOLDOWN / STRAP *(1)(3) STHD8 /8RJ FASTENERS TO (2) -STUDS MIN U.N.O. (24) - 16d FOUNDATION ANCHOR *(4) COMMENTS 7/29/2004 04 -577 (tjp) IBC 2004 Job Info.xls 7/29/2004 REED & ASSOCIATES, PS Civil & Structural Engineering 8311 -212th St SW Edmonds, WA 98026 Office (425)778 -2793 Fax (425)775 -2073 PROJECT Topline Builders JOB# 04 -577 DATE 7/29/2004 BODE: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2003 ED DESIGN LOADS: ROOF FLOOR WIND SPEED WIND EXPOSURE SOILS General Structural Notes 15 PSF DEAD LOAD 25 PSF LIVE LOAD 10 PSF DEAD LOAD 40 PSF LIVE LOAD 85 MPH B 2000 PSF DESIGN BEARING INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR BUILDING DEPARMENT INSPECTIONS AS REQUIRED BY LOCAL ORDINANCE. FOUNDATIONS: EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FTGS SHALL BE 1'6' MIN. BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL: SHOULD CONSIST OF PREDOMINANTLY WELL - GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D -1557 TEST PROCEDURES WITHIN THE BUILDING AREA. CONCRETE: fc = 2500 PSI MINIMUM 5 -1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB. SACK OF CEMENT. MAXIMUM SLUMP IS 4 ". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL: #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A -615. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185 AND SHALL BE 6X6 — W1.4 X W1.4 LAP ONE FULL MESH AT SPLICES. ROOF TRUSSES: SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. TIMBER: BEAMS AND POSTS (4X AND GREATER) DF -L#1 OR BETTER STUDS HF #2 / STUD OTHER LUMBER HF #2 OR BETTER 2X TIMBER KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION.' WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. MISCELLANEOUS CONNECTIONS TO BE SIMPSON STRONG -TIE OR APPROVED EQUAL. ALL NAILS SHALL BE COMMON WIRE NAILS. SHEAR WALL FRAMING: EXTERIOR WALLS TO BE SHEATHED WITH 7/16" OSB, BLOCK SOLID. NAIL TO 2X STUDS © 16" O.C. WITH 8d 6" O.C. ALL EDGES AND 8d 12" O.C. INT. BEARINGS, U.N.O. ROOF DIAPHRAGM: APPLY 3/8" CDX PLWD (32/16) OR 7/16" OSB ON ROOF, NAIL WITH 8d @ 6" O.C. AT SUPPORTED EDGES AND 8d @ 12" O.C. AT INTERIOR SUPPORTS, BLOCKING NOT REQ'D U.N.O.. FLOOR DIAPHRAGM: APPLY 3/4" T &G STURD -I -FLOOR (24 O.C.) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 10d COMMON WIRE NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 10d COMMON WIRE NAILS @ 12" O.C. AT INTERIOR SUPPORTS. 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 MANUFACTURER'S RECOMMENDATIONS. 04 -577 (tjp) IBC 2004 Job Info.xls AUG -28 -06 04:38PM FROM- ARCHITECTS NORTHWEST UPPER FLOOR PLAN main floor plan DNIt- wtr.c, is c \A 61.4 ot . `i zit cs. So 150 EP-so to 7,06 7-06; ei,v Z2(0, pr- ■%1 -� c C , Ga I EZ V. ZZ 4. 0 1:7 Ez. V. ZZ 7 ,s0 f ZDd g S. r3� G C3 tu J EWEpFO CODE COMpI. m E APPROVED 1 RECEIVED CITY OF TUKWILA MAY 07 Ns' r) 04 PERMITCENTER FILE copy MAY 18 2001 Of Tub; IN r ft CORRECTION LTR# �- f April 20, 2007 Ted Pederson 27148 12 Av S Des Moines WA 98198 RE: CORRECTION LETTER #2 Development Permit Application Number D07 -027 Pederson Homes, Lot 1— 4246 S 150 St Dear Mr. Pederson, 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 Departments. 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 through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely arshall hnician encl File No. D07 -027 Ole Ciz of Tukwila P:Uennifer\Correction Letters \2007\DO7-O27 Correction Ur #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 DATE: CONTACT: RE: ADDRESS: ZONING: April 19, 2007 Ted Pederson D07 -027 4246 S 150 St LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. Provide the grade plan for this site. Grade Plan is defined as "a reference plan representing the average finished ground level adjoining the building at exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plan shall be established by the lowest points within the area between the building and the lot line or, where the lot is more than six feet from the building, between the building and a point six feet from the building (IBC 502.1)" The average elevation provided is at the corners of the proposed home. However, the grade plan needs to be the average within six feet of the structure or on the property lines (whichever is closer). The structures height is measured from the average grade plan. Mar zo u/ u[:4/p oaran vveignt ✓ ARCHITECTS NORTHWEST Architects Northwest, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 City of Tukwila 6300 Southcenter Boulevard Tukwila, Washington 98188 Attn: Jennifer Marshall Permit Techmician Allen Johannessen Plans Examiner Brandon Miles Planning Department Subject: Pederson Homes Application No. 007 -027 Pederson Lot 1 4 — 4246 S. 150 St. 3 In response to your Correction List, dated Feb 8, 2007: 1. Finished floor elevations have been added to the site plan and elevation drawings. 2. Spot elevations have been added to the corners of each house on the site plan. If you have any questions, please call. Sincerely, t Architects Nbrthwes Sarah L. Weight P: 425-485-4900 F: 425- 487 -6585 Toll Free :1 - 888 - ARCH -100 Emelk ANWeArchltectsNW.com 4L7- /8 / -U IL Niole March 26, 2007 p.o CITY OF MAR 2 8 ?nn7 PERMITCENTER CORRECTION LTR# f March 7, 2007 Ted Pederson 14459 25 Av S SeaTac WA 98168 City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D07 -027 Pederson Homes, Lot 1— 4246 S 150 St Dear Mr. Pederson, This letter is to inform you of corrections that must be addressed before your development permits) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Planning Department: Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerel arshal chnician encl File No. D07 -027 P:Uennifer\Correction Letters \2007\D07 -027 Correction Ltr #1.DOC jem Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: February 2, 2007 Project Name: Pederson's Classic Homes, Lot 1 Permit #: D07 -027 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please identify a footing drain or a crawl space water discharge system on the site plan. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 2. The topographical lines shown on the site plan indicate an approximate slope of about six feet where the new house is to be constructed. However the elevations show the residence positioned on a flat lot. Please provide a plan and elevation details to show the foundation design to be consistent with the existing lot slope. Elevations shall show the building height will not exceed height restrictions. (TMC 18.10.060) 3. Please provide at least two sets of structural engineered plan sheets wet stamped and signed by the engineer. Sheets shall be consistent with engineer calculations that were provided by the engineer. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: February 8, 2007 Ted Pederson D07 -027 4230 S. 150 Street. LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. Please provide the following in order to verify the height of the proposed house: 1. The proposed finished floor elevation of the first floor. 2. The proposed spot elevations for the corners of the proposed house. February 8, 2007 Mr. Ted Pederson 14459 25 Ave S. Seatac, WA 98168 RE: Pending Building Permits D07 -027 (Lot 1) D07 -034 (Lot 4) Dear Mr. Pederson: The Planning Division of the Department of Community Development has reviewed the two building permits listed above. As you are aware, lots one and four of this plat contain a stream. The stream requires a buffer of 35 feet. As a condition of short plat approval, a permanent fence was to be installed along the edge of the stream buffer. A review of the site indicated that the fencing and signage has not been installed. It would seem appropriate to have the fence installed as part of the two pending building permit applications. Additionally, a sensitive area easement needs to be recorded against lots one and four. The City will provide this easement language. No action is currently needed from you with regards to the two items listed above, however, please note that both items will be conditions on the permits listed above and that final building approval of the completed structures will not occur until those conditions are met. If you have any questions, please call (206) 431 -3684 or send an email to bmiles ' ci.tukwila.wa.us. Sincerely, cc. City of Tukwila Department of Community Development Steve Lancaster, Director rJ Files (D07 -027, 034, L04 -072) i t don Miles Assistant Planner Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 February 7, 2007 Mr. Corey Green 32401 NE 8 Carnation, WA 98014 Dear Mr. Green: ran on J. iles Assistant Planner City of Tukwila Department of Community Development Steve Lancaster, Director RE: Pending Building Permits D07 -027 (Lot 1) D07 -034 (Lot 4) The Planning Division of the Department of Community Development has reviewed the two building permits listed above. As you are aware, lots one and four of this plat contain a stream. The stream requires a buffer of 35 feet. As a condition of short plat approval, a permanent fence was to be installed along the edge of the stream buffer. A review of the site indicated that the fencing and signage has not been installed. It would seem appropriate to have the fence installed as part of the two pending building permit applications. Additionally, a sensitive area easement needs to be recorded against lots one and four. The City will provide this easement language. No action is currently needed from you with regards to the two items listed above, however, please note that both items will be conditions on the permits listed above and that final building approval of the completed structures will not occur until those conditions are met. If you have any questions, please call (206) 431 -3684 or send an email to bmiles@ci.tukwila.wa.us. cc. Files (D07 -027, 034, L04 -072) Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -027 PROJECT NAME: PEDERSON HOMES, LOT 1 SITE ADDRESS: 4246 S 150 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 DATE: 05 -07 -07 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Ti Incomplete ❑ 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: Documents/routing slip.doc 2 -28-02 Structural Review Required DUE DATE: 05-08-07 No further Review Required DATE: DUE DATE: 06-05-07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Po 6 11( - 0 4 " Planning Division NI Permit Coordinator n Not Applicable ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: 0 Bui t in: i 'vision Public Works Complete Comments: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -027 PROJECT NAME: PEDERSON HOMES, LOT 1 SITE ADDRESS: 4246 S 150 ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 03 -28 -07 Response to Incomplete Letter # Revision # After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ DUE DATE: 03-29-07 Not Applicable ❑ 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: PI nhing Division Permit Coordinator DUE DATE: 04-26-07 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: 1 Bldg ❑ Fire ❑ PIng PW ❑ Staff Initials:/��J ACTIVITY NUMBER: D07 -027 DATE: 01 -30 -07 PROJECT NAME: PEDERSON'S CLASSIC HOMES, LOT 1 4 SITE ADDRESS: agoe S 150 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DE ARTMENTS Bui • P ivision Public Works 14+5 Complete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY '- ° PLAN REVIEW /ROUTING SLIP Xs ,sthW G 2'S 07 Fire Prevention g Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: I�/V` V1(IVVIYYC t46-07 Planning Division Permit Coordinator ❑ DUE DATE: 02-01-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required C DUE DATE: 03-01-07 Approved with Conditions ❑ Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Bldg Fire ❑ Ping PW ❑ Staff Initials: Cifir'' 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 ftow Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D07 -027 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 � b ❑ Revision # after Permit is Issued MAY 0 7 20011 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Pederson Homes, Lot 1 PERMIT CENTER Project Address: 4246 S 150 St Contact Person: - Ter. pi...)e12. 5 OaQ Summary of Revision: kon seb i- bg[vte- L V • Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: IS4 Entered in Permits Plus on In' I Ca- 14- \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Phone Number: Z.O , - I Li? - p (..13 Date: 3-21 -0 - 7 Entered in Permits Plus on 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 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Pederson Homes, Lot 1 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: . / AA Al, \applications\forms-applications on line\revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: D07-027 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 mail, fax, etc. Y Project Address: 4246 S 150 St Contact Person: `1 ED , OmSO IJ Phone Number: Zt' "1 q2 " a 63g Summar of Revision: Entv:IdN 74117 Co mrulary Koaa .7ouw P.O. Box ' 750 T u k w i l a , #I i' 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part A (To Be Comp.leted.by Applicant);, Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: S mot, Phone: 2 . e q 7 0 , Property Address or Approximate I ..?cation: K7 / 23 o so s o Tax Lot Number: t 1q2 ct - 0Oq,S" Legal Description(Attach Map and Legal Description if necessary): .G WAS-' /SAG a 4 __fel I/ A-017 l S A oo Lo t9 i'titAt 'T 'V A e5T toe P rr i hai` 1.01 a &loct✓ / 2 E D 175 oa To F QEt cc, s 4{ tq a Ti-A-4 -5",, t e ar7 To - rte_ f t* `T4erpo 1c=Cc�lz .( Oo(kul 1 ciC - P`cTsr PA-6 6 ..Part B (To Be Completed by Sewer Agency) 1. (51 a. Sewer Service will be provided by side sewer connection only to an existing b i/ size sewer 0 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 ❑ (3) other (describe): 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: $ JO d a. District Connection Charges due prior to connection: /'►�► Our% N►t GFC: $ ?CV SFC: $ /700 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 DI May be Required c. Other: RECEIVED CITVOFTUKWILA JAN 3 0 2007 PERMITCENTER I hereb certify that the abode sewer agency information is true. This certification shall be valid for one year from date of signature. By t in' Title 10//0/17 Date CITY OF TUk'WIL4 . Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 96188 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district r ra l Y.'un ✓i, .6.44.1 II�7 Tdtld4'E;�YB; Site address ddr (attach map aril f� legal deet:rl tlon showing hyd nt location end size of main): /133t3 ISO L & CAovt 42. 146 4t. �� i � . / efer s A-1 reo d y ws - 44 ��� ;02 iR n ri 7r ixTagn " t Name: 5, YO Nei tot a R I Di o C- 1As5'ic Address:, Phone: -9 c(7 - 06 3 0 GlArciimprovements required. (use separate sheet if mare room is needed) 1'o This certificate is for the purposes of: ResIdentiat Building Permit 0 Preliminary Piet Commerciat/industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): 1. The proposed. project is within h_we 2. I hereby certify that the above information is true and correct. ;z CO . (.c.rs -mss 2'7 �'— ZcfZ— 93 Agency /Phone Address: SRA fA -c._ � W;4 Sf t� Phone: 1-D6 - 241 -q t7o I By PERMIT NO.: I Vehicular distance from nearest hydrant td the closest point of structure is 9 ft. Area is served by (Water Utility District): / 2- c • e D /I z1a2r0dc Permit CenterIBuiI Division: Z06 Public Works Department: 206 - 433 -0179 Planning Division: 206-431-3670 ❑ Short Subdivision ❑ Other l0 / z - ao Date pD -V2-1- Water availability: [cceptabte service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B -2 are met. ❑ System is not capable of providing service to this project. (City /County) 3. 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: 4. Based upon the improvements listed above, water can be sword and will be available at the site with a flow of `z`e�C7c� at 20 psi residual for a duration of 2 hours eta velocity of r5 , fps as documented by the attached calculations. RECEIVED CITYCFTtimILP .IAN30 ��R ®I IIRI'il RR9' PERMITCENiTEF 9P to 16 Date /p— llv -47 This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." d License Information License PEDERCH973D4 Licensee Name PEDERSON'S CLASSIC HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602277722 Ind. Ins. Account Id VICE PRESIDENT Business Type CORPORATION Address 1 2718 14TH AVE S Address 2 City SEATTLE . County KING State WA Zip 98198 Phone 2064292526 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 3/24/2003 Expiration Date 3/24/2009 Suspend Date Separation Date Parent Company Previous License CLASSH*026CS Next License Associated License Business Owner Information Name Role Effective Date Expiration Date PEDERSON, THEODORE F PRESIDENT 03/24/2003 PEDERSON, KATHY A VICE PRESIDENT 03/24/2003 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 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. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= PEDERCH973D4 05/21/2007 \ 4" FTG. DRAIN D PROPOSE - - = RESIDENCE M. FL. L. 229.96 GOVID �QRGH RESIDENCE 6" SIDE 'SEWER 4" FTG. DRA I ' \ I I I - � � \ \\ / / / ; // , 1 1 1 �` r / / . III / S ENSITI V E 1 I ` \ - I / / / � ~ % ( , / / ARE EASEMENT � i I / I I I Ti 1 I I i i , i I I I I EXIST. SIDNS�EWE` L r '� I i I CO BE ABANDONED) 0 -- I I I I I d �c \ \ 0 // / \ \O 11-1 I I I\ \ s gl.00 Ia -5.5 LOT 6" SIDE I L I I \ i 11- Ig \ \ \ \ I I I IA \ l l \ \ \ `\ ` `\ ` \ - a' \ \ \ \ - \ Lo 0 \ \\ \\ \ \ \ �\ \ \ _ - \ \ \ � % w 'N ■ \ a ■ I \ I \ \ \ �` \ `� ` \ \ \ \\ ii- -- - fx \ `� I I I ∎. ■ ■ \ ' ' a N, ` \I 215.0 W.Q. I \ •• ` \ \ , \ \ SE MI 'J S TI \ \ I a� % ; \ \ \` \ \ \ \ A R A` Etri �NT \ I ry \ 1 creek , \ \ \` \� \ \ \ \ \ \ . �. ` ` I \ \ \ �\ \ \ \ \ \ \ . \ s 1 SENSI \ \ \�\ \ /\ \ \ \ \ \ \-, \ %�\. ` \ 1 \ 1 \ AREA EASEMENT \ \ ,-,`\ / \ \ \ \ \ \ ° . 1 I ' \ \ ■ _ \ \ \ r' \ \ \ \ \ \ ` ��� i ' l I I s� I 242.b \ \ \ \ \ ` \ \�\ \ �2' 12" PE� I I I 1 I .ET J21I3,c 1 \ \ \ \ \\ \\ \\ \ ® \- 227 \ 1 I I -'-214..0- -1 ` \ ■ \ � \ \ \ \ 1 \ �\ �\ \ \ 1 I I } III -- Dfa_j \ ■ ∎ \ \ \ \ N\ \�; --' \ 1 I 1 I I I 21 .8 ` ` \ \ \ ` -` \ . \ \ \ \''!~ - ) l 1 I \ \ I I .2a$.0 L. E..51-DE-WALK and rail G ; STORM ' TO BE REMOVED PROPOSED N RESIDENCE D L. EL. 226.21 V a QN i ' N ROCKERY: TOP: 226.0 BOT: 219.0 2' TO 7' HIGH ROCKERY 37' -12" CPEP 16 99'- 2 "ThPEP 010.9% 6" SIDE SEWER ROCKERY: TOP: 224.0 BOT: 219.0 &U N EASE 5 a18.0 W.L. ` \ - I \ ` \ .v ---- 2. --2.0 - - \ \ \ \\\ _ \ `� ` 211.0 \ \ \\`. � \`, `\ \\ \ \ \ 'S \ \ \ \ \ OU \ \ \\ .\ \ \21 \ \ \ \ \ \ \\ \\ \\ \I \ \ . \ \ . \ \ \ - ?4:41 \ \ \ \ d � 0 = \ `1 i 1 ry ; Voi t.5. L. \ \ s' ' ''' ' \ - - - - f - 1 - - - - --i \ 6 \ \ LOT 4 \ 1 I I I \ 6: \ \ I \ L \ ,,` rye \ \ \ \ `.f.k \ \ I \ \ _ = \ \\ \ \ ._ I \ \ 6.:. \ \ \ \ \ \ \ I\ p` \ \ 1 � \ 1 k \\ ` \ \ - - / \ \O \\ 1 -\) \ 1 1 \ \ 1 1 \ 1 \ 1 1 1 1 1 \ \ 1 \ 1 \ 1 1 1 1 Line of Ordinari High Water 1 as marked 1 by John Altmann\ Ecologist - / r T\‘' t \ � \ \ \1 \� \ \ 1\ .1 \ r L curb cut \ FINISH GRADE 2XX SPOT ELEV r5- - - -240 \ Nab '0°1 "W (221.41') \ \ \ \\ \ \\ \\ �` \ \ \ \ \ N " \ `\ e, \ \ 1\ \ \ \ \ \ o \ \ \ L \ \ \ N \ \ \ \ \ \ 1 \ \ \ N .I \ SEN\SI7IVE \ \ I \ \ I I \ \ AREA\EASEM \ 1 \\ \\I ) 1 \ \ \ \ \ \ 1 \ / 1 \ \ \ N \ \ \\ y \ \ \ IJ \ - J l 1 \\ \ \ \ \ I �\ \ r- --__1 \ \ ��c I \\_ 1\ `; \ % \ '1 / ry P \ � \ h _ \ ` \ , \ w _ , \ \VU I 1 \ I \ ` I � � , \ et l \ an d l\ \ \ .so. \ ``` \` ` \ �� ....:::,\,.. NA `� \ _ \ \ \ \ \ \ \ \ 1\ 1 \ 1 ` \\ \\\ \; \\ \ 1 \\ \ \ \\ \\\ \ ` \ \ \ \ \ EXSITING \ \\ I\ \ \ \ 1 SHED T01, \� i \ \ \ \ BE REM r � 'i\ IJ�� \ - � r / 1 9 :r !H Yi / 50 STR ' .. \ \ SCALE : I " = 20' --0" - \ \ \ \ \ \ \ \ PATIO ■ - - - 1.=6oME■m. -a - _ mod - 238 EX- - - Cg 5.2 - 1 1 - 5' to be dedicated \ to the City of Tukwil 1 I 1 4 1 I 1 �w 1� I 1 11 c) 1 1 II I e TE F'L.AN r No changes ill be made to the scone cf v'crk without prior approve c? Tukwila Building Di c" D NOTE: Revisions will require a new plan and may include additional plan review fees. O 20 40 M in / GB / I 80 NEW WATER METERS FOR LOTS 2,3 & 4 EX. DRIVEWAY TO BE USED AS POND ACCESS 0 6" DRAIN STUB 20' ACCESS & UTILITY EASEMENT SIDEWALK 20' WIDE ASPHALT PRIVATE ROAD INSTALL BARRICADE @ END OF EXIST. ASP H. - �-T- -- �. ISQT - 5 - 5 _ '- 5 20' WIDE DRIVEWAY CURB CUT 1 +10 (S. 150 ST.) = 0 +00 (C.L. PRIV. RD) SEPARATE PERMIT REQUIRED FOR 'Mechatical 15Electrical Plumbing ir Gas Piping City of Tukwila BUILDIN 3 DIVISION • 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. By SIRE =T Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: Sy: DRA I NAGS DEThNTI ON: LEVEL 2 DETETION STANDARD POND WITH 3 :1 SIDE SLOPES ELEVATIONS: TOP: 211.0 DESIGN WATER LEVEL: 218.0, AREA = 340'4 SF BOTTOM: 215.0 AREA 1 461 SF VOLUME PROVIDED: 7305 OF VOLUME REOU I ED: 6805 OF ATER QUALITY : ETFOND ]SELOW DETENTION STORAGE OF WETPOND ELEV: 215.0, AREA 1461 SF OTTOM WETPOND ELEV: 211,0, AREA la SF VOLUME PROVIDED: 3078 OF VOLUME REQUIRED: 2655 CF eve ® F FOR CO MP COD PIPP OVEO 14 A Date: J am-- 2 (- o' BUIL DIVISION L.:=SAL D I FT I QN THE WEST HALF OF LOT 11, LOT 18, AND LOT I '4, EXCEPT THE WEST 100 FEET THEREOF, BLOCK I, SECOND ADDITION TO ADAMS HOME TRACTS, ACCORDING TO THE FLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE Q0, I N ICING COUNTY, WASHINGTON. ELEVATION DATUM PER SEWER IN/1H #20 -1 ON SCUT 148TH STREET: ELEVATION = 277.7 FEET LOT I HE I BHT GAL.GULATI ON SWOT ELEV. SPOT ELEV. SPOT ELEV. SPOT ELEV. SPOT ELEV. TOTAL 1121.5 224.31 + 30 2 3 4 5 224.55 224.50 224.58 224.08 224.08 1121.57 224 -51 AVERAGE FINISH GRADE = 254.51 MAX. HEIGHT FLAN M2 == I - 7R MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX - HEIGHT SITE ADDRESS LOT S. 150TH ST. TUKW I LA, WA. LOT C/WVERASE LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: TOTAL AREA: IMP- (zVI0U5 AREA LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: DRIVEWAY /WALK AREA TOTAL AREA: LOT 5 H Plan review approval and omissions. AREA: Approval of construc �• HOUSE /GARAGE AREA: do violation of any es autl PORCH /PATIO AREA: proved Field . pv - r . _ TOTAL AREA axle 226.21 256.15 248.16 254.31 5.55 31,286 S.F. 2,101 S.F. 224 S.F. 2,333 S.F. = - 7.46% 31,216 S.F. 2,101 S.F. 224 S.F. 701 S.F. 3,034 S.F. c1.70% I6HT GALGULATION SPOT ELEV. I 253.75 SPOT ELEV. 2 255.92 SPOT ELEV. 3 255.83 SPOT ELEV. 4 252.67 SPOT ELEV. 5 235.26 TOTAL 1167.45 1167.45 / 5 = 233.49 AVERAGE FINISH GRADE 233.4'4 + 30 = 263.4'4 MAX. HEIGHT F'LAN M5165A2F-I MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HEIGHT SITE ADDRESS LOT 5 S. 150TH ST. TUKWILA, WA. Permit roo, i 7 LOT WVsRAO._. LOT AREA: HOUSE /GARAGE AREA: PORCH /PATIO AREA: DRI VEWAY /WALK AREA TOTAL AREA: 255.55 245.47 258.88 263.41 4.61 9,033 S.F. I, '456 S.F. 144 S.F. 2,100 S.F. = 23.25% I MFERV I ®US AREA 1,055 S.F. I,'456 S.F. 144 S.F. 1,265 S.F. 5,363 S.F. = 51.25% LOT 2 MAIN FLOOR UPPER FLOOR MID POINT OF ROOF MAX. MID POINT OF ROOF BELOW MAX. HEIGHT SITE ADDRESS LOT 2 S. 150TH ST. TUKWILA, WA. LOT GOVERAGE LOT AREA: HOUSE /GARAGE AREA: PORCH AREA: TOTAL AREA: LOT AREA: HOUSE /GARAGE AREA: PORCH AREA: DRIVEWAY /WALK AREA TOTAL AREA: LOT 4 0 2 5/ 0 QI DER PEDERSON'S CLASSIC HOMES TED PEDERSON 1445'4 25TH AVE. S. SEATTLE, WA.VAa`8 (206) (141 - 065._ IMP_RVIOUS AREA H I SHT GALGULAT I ON SPOT ELEV. SPOT ELEV. 2 SPOT ELEV. 3 SPOT ELEV. 4 253.85 255. (12 255.26 252.58 TOTAL '433.5'4 855.5 f / 4 = 255.40 AVERAGE FINISH GRADE 235.40 + 30 = 265.40 MAX. HEIGHT FLAN M2g60A3FT -2R 235.55 245.47 258.75 263.40 5.61 8 , - 70'4 S.F. 2,016 S,F. 138 S.F. 2,155 S.F. = 24 -75% 8,101 S.F. 2,016 S.F. 138 S.F. 2g(1 S.F. 2,454 S.F. = 28.18% LL i: , ,hiivuTGiJ HE GHT C 1 ON SPOT ELEV. I 228.25 SPOT ELEV. 2 228.53 SPOT ELEV. 5 228.21 SPOT ELEV. 4 228.25 SPOT ELEV. 5 228.25 TOTAL 1141.51 1 14137 / 5 = 228.21 AVERAGE FINISH GRADE 228.27 + 50 = 258.27 MAX. HEIGHT FLAN M2 7SQ5 F -I1R MAIN FLOOR UPPER FLOG e rn MID POINT MAX. MID fE0.4Nf ` R.00F BELOW M . i r GHT nl SI T LOT 4 S. 150TH ST. TUKWILA, A. 1,1 p r,11 or rr ` ° * -Con[c' ` r. i C 22(1.(16 25g.88 .,,252.51 258.21 5.16 j r ^I LQT WVt RAO LOT AREA: 18,786 S.F. HOUSE /GARAGE AREA: 21O'4 S.F. PORCH /PATIO AREA: 214 S.F. TOTAL AREA: 2,323 S.F. = 12.51% IM1='ERVIOUS AR�A LOT AREA HOUS /GARAGE AREA: PORCH /PATI AREA: DRIVEWAY /WALK AREA TOTAL AREA: CORRECTION LTR# 18,786 S.F. 2,IO'S.F. 214 S.F. 1,304 S.F. 5,621 S.F. = 11.31% l LET on - BA MAR 2 8 ?nig PERMITCE ITzR 024 I-c Oz6 -Jwj Wzaorz(f �tngw a160:b: mali -zcn lnd ° O Q =UWTgF w <bJ ° I - : _ u� w w ``°m wa F Z biLU J LU w -I Jrw Ci ::: �0 p UNQ'(I -i z F cnc <,..< 0 V1 Z wl-� ., oz r, W z ¢U = L ; h,', � aT° QOQ d zwI- :E>LL LLLS5« DESIGNED BY: DATE: TGG 2000 DRAWN BY: DATE: CRD 6/2I /00 REVISED BY: DATE: MJH 8/26/05 BLH 9/I I/06 LATERAL BY: R$A ANW JOB NUMBER: 0 LATERAL JOB NUMBER: 04 -511 CD 0 0 0 w 1 1 aDN w N 03 Z w w I'I'I w�u_ O a O z „solt .2. c0 <t 0 DATE: 9/7/06 060774 SHEET # DESCRIPTION 01 5046 GISTERED ITECT % .li.. PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. SCHEDULE SHEET MAR 2 7nfl7 03 50 DETAIL SHEET 04 FOUNDATION -ROOF PLAN 4 MAIN FLOOR FRAMING PLAN 0E MAIN - UPPER FLOOR PLAN 4 UPPER FLOOR FRAMING PLAN 06 ELEVATIONS 01 R1 1 3 8 6 INCH NO LIMIT MIN. /, TUJKWILA GORR. LETTER 5/1/01 MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. GGV7 f MAX. <500 50 15 65 C,8 SO 120 . DESIGNED BY: DATE: TGG 2000 DRAWN BY: DATE: ORD 5/21/00 REVISED BY: DATE: MJH 8/26/05 BLH 1/I 1/06 LATERAL BY: DATE: Ra A 9/7/06 LATERAL JOB NUMBER: 04 -577 10 105 ANW JOB NUMBER: 060714 SHEET # DESCRIPTION 01 RECEIVED GO4'ERSHEET CiTYOFTUKWILA 02 SCHEDULE SHEET MAR 2 7nfl7 03 50 DETAIL SHEET 04 FOUNDATION -ROOF PLAN 4 MAIN FLOOR FRAMING PLAN 0E MAIN - UPPER FLOOR PLAN 4 UPPER FLOOR FRAMING PLAN 06 ELEVATIONS 01 BUILDING SECTIONS FLOOR AREA, FT2 MINIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMETER BEDROOMS MAXIMUM ELBOWS I K I 50 2 oR LESS 3 4 INCH 4 3 5 5 INCH 6 5 INCH 1 3 8 6 INCH NO LIMIT MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. <500 50 15 65 C,8 SO 120 . 145 110 165 125 I SS 140 210 501 -1000 55 83 10 105 85 128_ 100 150 115 173 130 115 145 21S 1001 -1500 60 QO 75 113 QO 135 105 155 120 180 135 205 150 225 1501 -2000 65 Q5 50 120 q5 143 110 165 125 155 140 210 155 233 2001 - 2500 10 105 85 128 100 150 115 173 130 IG5 145 21S 160 240 2501 -3000 15 113 Tf0 135 105 155 120 150 135 203 150 225 165 24S 3001 -3500 50 120 :15 143 110 165 125 185 140 210 155 233 170 255 5501 -4000 85 128 100 150 115 1/3 130 1 145 218 160 240 115 263 4001 cK5 143 110 165 125 ISO 140 210 155 23B 170 255 185 278 5001 -6000 105 15a 120 160 135 203 150 225 165 248 160 210 lay 253 6001 -7000 115 173 130 Iay 145 215 160 240 175 263 Iqo 255 205 308 7001 - 5000 125 I55 140 210 155 233 170 255 155 218 200 300 215 323 SOOT -0000 135 203 150 225 165 245 180 210 1 203 210 315 225 335 >Q000 145 215 160 240 175 263 IGO 285 205 305 220 330 235 353 FAN TESTED GPM a 0.25" W.G. MINIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMETER MAXIMUM LENGTH MAXIMUM ELBOWS I K I 50 41NCH 25' -0" 4 INCH 70' -O" 3 50 5 INCH 'O' -0" 5 INCH 100' -0" 3 50 6 INCH NO LIMIT 6 INCH NO LIMIT 3 So 4 INCH 2 N/A 4 INCH 20' 3 80 5INGH 15' -0" 5INCH 100' -O" 5 50 6 INCH QO' -O" 6 INCH NO LIMIT 3 100 5 INCH 2 N/A 5 ING-1 50' - 0" 5 100 6 INCH 45' -0" 6 INCH NO LIMIT 3 125 6 INCH 15' -0" 6 INCH NO LIMIT 5 125 7 INCH 70' - 0" 1 INCH NO LIMIT 3 &ROUND LOAD WI ND (MPH) SEISMIC CATEGORY I SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP ICE SHIELD UNDER- ENT LA=MENT REG FLOOD HAZARDS e I R FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FROST LINE DEPTH TERMITE DECAY 251b 55 D(IsG) D2(IRG) MODERATE I S" SLIGHT TO MODERATE SLIGHT TO MODERATE_ R -30 NO _ R -1 R -BO EQUIVALENT FLUID PRESSURE = 55 P.G.F. (UNRESTRAINED WALLS) 50 P.G.F. (RESTRAINED WALLS) OPTION 10 6LAZIN6 AREA: % OF FLOOR 6L AZINE, U- FACTOR q DOOR U FACTOR 2 CE m 02 12 W ALJ- A60VE GRADE 4 WALL- INT. EELOW GRADE gw 5 ‘ FLOOR ertri CAI3',; ' 0�1i : 6R ' p VERTICAL II OVERHEAD I V. G� L R-4 Q GUPANOIES ONLY 0.40 0.58 0.20 R -35 R -30 R -21 R -21 R -1 R -BO R O/ GENERAL CODE ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION SHALL BE FOLLOWED I) 2005 INTERNATIONAL RESIDENTIAL CODE (IRO) WITH WASHINGTON STATE AMENDMENTS (WSA) EXCEPT CHAPTERS 11 AND 25 THROUGH 42 ARE NOT ADOPTED. WAG 51-51 2) 2003 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (WSA) WAG 51 -50 3) 2005 INTERNATIONAL MECHANICAL CODE (IMO) WITH WASHINGTON STATE AMENDMENTS (WSA) WAG 51 -52 4) 2003 UNIFORM PLUMBING CODE (UPC) WITH WASHINGTON STATE AMENDMENTS, EXCEPT CHAPTERS 12 AND 15 ARE NOT ADOPTED. WAG 5I-56 AND 51-51 5) 2003 INTERNATIONAL FUEL GAS CODE (IFGC) WITH WASHINGTON STATE AMENDMENTS (WSA) 6) 2004 WASHINGTON STATE ENERGY CODE (WSEC). WAG 51 -11 7) 2005 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (WSVIAQG). WAG 5I -13. BUILDING CONSTRUCTION TYPE: V-B OCCUPANCY GROUP: R -3 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT IS THE CONTRACTORS RESPONSIBILITY TO IDENTIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINGS. CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA SITE WORK GENERAL ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. ALL BACK FILL MATERIAL SHALL BE THOROHGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. G,4RFENTRY GENERAL ALL FRAMING SHALL COMPLY WITH TI-I= APPROPRIATE SECTION(5) OF TIE 2003 ISC/IRC. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 8" MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18" MINIMUM CLEARANCE BETWEEN FLOOR JOISTS AND EARTH. LOADING ROOF FLOOR CEILING DECK EXTERIOR CANTILEVERED BALCONY INTERIOR PARTITION EXTERIOR PARTITION 15 PSF DEAD LOAD 10 PSF DEAD LOAD 5 PSF DEAD LOAD 5 PSF DEAD LOAD 10 PSF DEAD LOAD INSULATION AND MO ISTURE PROTE + 25 PSF LIVE LOAD + 40 PSF LIVE LOAD + IO PSF LIVE LOAD + 40 PSF LIVE LOAD + 60 PSF LIVE LOAD - 40 PSF 50 PSF - 15 PSF - 45 PSF 7o PSF 7 PSF 10 PSF WOOD BEARING ON OR INSTALLED WITHIN I" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2x THICKNESS SHALL SE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR BOLTS PER SHEAR WALL SCHEDULE AND FOUNDATION PLAN. 7" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY OR. APPROVED EQUAL. GENERAL UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN 1 -1/2" CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6" ABOVE BATT INSULATION. BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATTS. FRICTION FIT FACED BATTS USE 4 MIL (0.004 ") POLYETHYLENE VAPOR BARRIER AT WALLS. USE PVA PAINT WITH A DRY CUP PERM RATING OF ONE (MAX.) R -I0 INSULATION UNDER ELECTRIC WATER HEATERS. INFILTRATION CONTROL I. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER - STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE- RATED" AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.73. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER - STRIPPED, CAULKED AND MADE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER Y.C. .SE PIPING FOR HOT WATER / STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE IS REQUIRED TO BE INSULATED PER THE W.S.E.C. SERVICE WATER PIPING SHALL BE INSULATED TO A MINIMUM OF R -5. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8" D.G. AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED I /16 ". A GROUND COVER OF 6 MIL (0.006 ") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATING AREA FOR ATTIC VENTILATION MAY BE 1/500 OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE 15 INSTALLED ON THE WARM SIDE OF THE INSULATION. DOORS, WINDOWS AND SKYLIGHTS GENERAL DOORS TO THE EXTERIOR MAY HAVE A MAXIMUM 7 -5/4" STEP TO A MINIMUM 36" DEEP LANDING. ALL bLAZ:Nb SHALL MEET THE REQUIREMENTS OF THE W.S.E.C. TABLE 6 -I UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET. MINIMUM NET CLEAR OPEN ABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24 ", MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR. SITE BUILT AND MILLWORK SHOP BUILT WOODEN SASH SHALL 15E MADE WEATHER - STRIPPED, CAULKED AND BE MADE TIGHTLY FITTING. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER SQUARE FOOT OF DOOR AREA. SEE PLANS FOR: GLAZING MANUFACTURER AND MODEL NUMBERS. SAFETY GLAZING LOCATIONS PER 2005 IRG SECTION 8308. I. GLAZING IN SWINGING DOORS. 2. GLAZING IN FIXED AND SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING AND BIFOLD CLOSET DOORS. 5. GLAZING IN STORM DOORS. 4. GLAZING IN ALL UNFRAMED SWINGING DOORS. 5. GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWER. GLAZING IN ANY PART OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60- INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. 6. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24 -INCH ARC OF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE 15 LESS THAT 60" ABOVE THE FLOOR OR WALKING SURFACE. 1. GLAZING THAT MEETS ALL OF THE FOLLOWING CONDITIONS: 1.1. EXPOSED AREA OF AN INDIVIDUAL PANE IS GREATER THAN Q SQUARE FEET. 1.2. EXPOSED BOTTOM EDGE IS LESS THAT 18" ABOVE THE FLOOR. 7.3. TOP EDGE GREATER THAN 36" ABOVE THE FLOOR. 7.4. ONE OR MORE WALKING SURFACES WITHIN 56" HORIZONTALLY OF THE PLANE OF THE GLAZING. 8. ALL GLAZING IN RAILINGS Q. GLAZING IN WALLS AND FENCES ENCLOSING IN DOOR AND OUTDOOR SWIMMING POOLS, HOT TUBS, AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING 15 LESS THAN 60" ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. 10. GLAZING ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 36" HORIZONTALLY OF A WALKING SURFACE WHEN THE EXPOSED SURFACE OF THE GLASS 15 LESS THAN 60" ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. II. GLAZING ADJACENT TO STAIRWAYS, LANDINGS AND RAMPS WITHIN 60" HORIZONTALLY OF THE BOTTOM TREAD OF A STAIRWAY IN ANY DIRECTION WHEN THE EXPOSED SURFACE OF THE NOSE OF THE TREAD. SCREENS NEED NOT BE PROVIDED AT SKYLIGHTS WHEN FULLY TEMPERED GLASS IS USED AS SINGLE GLAZING OR IN ALL PANES INSULATING UNIT AND ALL OF THE FOLLOWING CONDITIONS ARE MET. I. THE GLAZING ARE DOES NOT EXCEED 16 SQUARE FEET. 2. THE HIGHEST POINT OF GLASS 15 NOT MORE THAN 12' -0" ABOVE ANY WALKING SURFACE OR ACCESSIBLE AREA. 5. THE NOMINAL THICKNESS OF EACH PANE DOES NOT EXCEED 5/16 ". ME I GAL GENERAL SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF CHAPTER 24 OF THE 2005 INTERNATIONAL RESIDENTIAL CODE. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 65 DEGREES FAHRENHEIT AT A HEIGHT OF 3' -O" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR WALLS IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE 15 AS SET FORTH IN THE W.S.E.C. DEFINITION OF BUILDING ENVELOPE FROM THE WASHINGTON STATE ENERGY CODE: THE ELEMENTS OF A BUILDING WHICH ENCLOSE CONDITIONED SPACES THROUGH WHICH THERMAL ENERGY MAY BE TRANSFERRED TO OR FROM THE EXTERIOR EXCEPT AS EXEMPTED BY THE W.S.E.C. I. FUEL BURNING APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, M= I ING THE PROVISIONS OF CHAPTER 24 OF THE 2005 IRC. 2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2003 IRO. 3. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF CHAPTER 16 OF THE 2005 IRO. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER CHAPTER MI402 OF THE 2005 IRO. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHALL BE 50 ,_IS''ED AND INSTALLED PER. SECTION M11022 OF THE 2005 IRO. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AND ELECTRIC HEATING FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 5" ALONG THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IS" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP B, DIVISION 5 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY), PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN O.OIQ" (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE. WARM AIR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WITH M;402 OF THE 2005 !RC. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH CHAPTER 18 OF THE 2005 IRO. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OT TYPE BIN GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS PER CHAPTER 10 OF THE 2005 IRG. A TYPE B OR BW GAS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2003 IRG. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LCZO THAN 2'-O" ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' -0" HIGHER THAN ANY PORTION OF THE BUILDING WITHIN ID' --O" OF THE VENT PER SECTION 1804.2.4 OF THE 2005 IRG. VENT CONNECTORS SHALL SE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE IS LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER SECTION MI803 OF THE 2005 IRG.. HEATING EQUIPMENT ALL HEATING EQUIPMENT SHALL MEET THE REQUIREMENTS OF THE I NATIONAL APPLIANCE ENERGY CONSERVATION ACT (NAECA) AND BE SO LABELED EQUIPMENT SHALL ALSO COMPLY WITH SECTION 1411 OF THE W.S.E.O. HVAC EQUIPMENT FOR LOW -RISE RESIDENTIAL SHALL BE SIZED NO GREATER THAN 200% OF DESIGN LOAD DUCTWORK I. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY TABLE 1601.1.1 (I) 4 1601.1.1 (2) OF THE 2005 IRO. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE AIRTIGHT PER SECTION MI601.5.1 OF THE 2005 IRO. 5. INSTALLATION OF DUCTS SHALL COMPLY WITH SECTION MI601.5 OF THE 2005 IRO. 4. DUCT INSULATION BE INSTALLED IN ACCORDANCE WITH SECTION MI60I2.1 OF THE 2003 IRO. WHOLE HOUSE VENTILATION SPECIFICATIONS FROM THE 2005 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (VIA(2). SOURCE SPECIFIC VENTILATION REQUIREMENTS. I. MINIMUM EXHAUST FAN REQUIREMENTS: A. BATHROOMS, LAUNDRIES AND POWDER ROOMS - 50 CFM @ 0.25" WG. B. KITCHENS - 100 CFM @ 025" W.G. (RANGE HOOD OR DOWN DRAFT EXHAUST FAN RATED AT MIN. 100 CFM @ 0.10" W.G. MAY BE USED FOR EXHAUST FAN REQUIREMENTS.) 2. EXHAUST DUCT REQUIREMENTS: A. INSULATE TO 5 -4 (MIN.) IN UNCONDITIONED SPACES. B. EQUIP WITH A SACK DRAFT DAMPER. C. TERMINATE OUTSIDE THE BUILDING. D. COMPLY WITH TABLE 3 -3 ON THIS SHEET. PRESCRIPTIVE REQUIREMENTS FOR: OPTION I. INTERMITTENT WHOLE HOUSE VENTILATION USING EXHAUSE FANS (VIA 303.4.1) OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS (AT FLOW RATES SPECIFIED IN TABLE 3.2 ON THIS SHEET) USING THE FOLLOWING METHODS: I. ROOM OUTDOOR AIR INLETS SHALL COMPLY WITH THE FOLLOWING: A. HAVE CONTROLLABLE AND SECURE OPENINGS. B. BE SLEEVED OR DESIGNED SO AS NOT TO COMPROMISE THE THERMAL PROPERTIES OF THE WALL OR WINDOW IN WHICH THEY ARE PLACED. G. PROVIDE A MINIMUM OF FOUR SQUARE INCHES OF NET FREE AREA OF OPENING FOR EACH HABITABLE AREA. P. PROVISIONS SHALL SE MADE TO ENSURE AIRFLOW BY THE INSTALLATION OF DESTRIBUTION DUCTS, TRANSOMS, OR UNDERCUTTING DOORS A MINIMUM OF 1/2" ABOVE THE FINISHED FLOOR COVERINGS. NOTE: OUTDOOR AIR INLETS ARE NOT REQUIRED, IF THE HOME HAS A DUCTED FORCED AIR HEATING SYSTEM THAT COMMUNICATES WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF 1/2" ABOVE THE FINISH FLOOR COVERING. 2. WHOLE HOUSE EXHAUST FANS SHALL: A. BE SIZED ACCORDING TO TABLE 5 -2 ON THIS SHEET. B. FLOW RATED AT 0.25" W.G. STATIC, PRESSURE. G. SOUND RATED AT 15 SONES MAXIMUM. 5. WHOLE HOUSE EXHAUST FAN CONTROLS: A. BE CONTROLLED BY A 24 -HOUR CLOCK. TIMER. B. PROVIDE CAPABILITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL. G. THE 24 -HOUR CLOCK TIMER SHALL BE READILY ACCESSIBLE. D. AT THE TIME OF FINAL INSPECTIO, THE AUTOMATIC CONTROL TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE FAN FOR AT LEAST 8 HOURS A DAY. E. A LABEL SHALL SE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS) ". 4. WHOLE HOUSE EXHAUST DUCTS: A. SE SIZED ACCORDING TO TABLE 5 -5 ON THIS SHEET. B. INSULATED TO A MINIMUM 5 -4 IN UNCONDITIONED SPACES. C.. TERMINATE OUTSIDE THE BUILDING. TABLE S -2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS* MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) * FOR RESIDENCES THAT EXCEED BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL 15 CFM PER BEDROOM. THE MAXIMUM CFM IS EQUAL TO 1.5 TIMES THE MINIMUM. F I REPLACES TABLE 5-5 PRESCRIPTIVE EXHAUST DUCT SIZING NOTE: I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10'-0" FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. ALL MASONRY FIREPLACES AND GH I MNEYS SHALL BE CONSTRUCTED TO CONFORM TO ALL APPLICABLE PORTIONS OF CHAPTER 10 OF THE 2005 IRO GORE. FLUE LINER MINIMUM, 5/8" FIRE CLAY (OR EGU I VALENT) PER !RC. FLUE AREA PER IRG. CHIMNEYS SHALL SUPPORT ONLY THEIR OWN WEIGHT UNLESS SPECIFICALLY DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING FLUE DAMPERS, OPERATED WITH A READILY ACCESSIBLE MANUAL OR APPROVED AUTOMATIC CONTROL, AND AN OUTSIDE SOURCE OF COMBUSTION AIR. MINIMUM DUCT SIZE OF 6" SQUARE INCHES IN AREA PROVIDED WITH READILY ACCESSIBLE DAMPER LOCATED IN FRONT PART OF FIREBOX. PREFABRICATED FIREPLACES, CHIMNEYS, AND RELATED COMPONENTS TO BEAR U.L. OR I.0.B.0. SEAL OF APPROVAL AND TO BE INSTALLED PER. MANUFACTURER'S SPECIFICATIONS. HEARTHS SHALL EXTEND 20" (MIN.) IN FRONT OF AND 12" (MIN.) BEYOND EACH SIDE OF FIREPLACE OPENINGS. FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING GLASS OR METAL DOORS. ENERGY GODS 0 3/ 2 6/ 7 2004 WASHINGTON STATE ENERG i ' CODE (W.S.E.C.) - TABLE 6-1 PRESCRIPTIVE REQUIREMENTS al FOR GROUP R OCCUPANCY MINIMUM REQUIREMENTS FOR OPTION IV LISTED. CLIMATE ZONE I 504F .'r. " 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE W.S.E.C. 2. REQUIREMENT APPLIES TO ALL CEILINGS EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS. 5. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS. 4. BELOW GRADE WALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OF R -10, OR ON THE INTERIOR TO THE SAME LEVEL AS WALLS ABOVE GRADE. EXTERIOR INSULATION INSTALLED ON BELOW GRADE WALLS SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR IT'S INTENDED USE, AND INSTALLED TO THE MANUFACTURER'S SPECIFICATIONS. SEE SECTION 6022 OF THE W.SE.C. 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED rOR IT'S INTENDED, AND INSTALLED ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS. SEE SECTION 602.4 OF THE W.SE.C. q. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE 10 -60 OF THE !'M.S.E G. 10. WHERE A MAXIMUM GLAZING AREA IS LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA SHALL BE LESS THAN OR EQUAL TO THAT VALUE. OVERHEAD GLAZING WITH U -FACTOR OF U =0.40 OR LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. II. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NFRC 100 OR AS SPECIFIED IN SECTION 502.1.5 OF THE W.S.E.G. 12. LOG AND SOLID TIMBER WALLS 1N111-IA MINIMUM AVERAGE THICKNESS OF 5.5" ARE E).tMFT FROM THIS INSULATION REQUIREMENT. THE FOLLOWING WALLS ARE CONSIDERED TO MEET R -2I WITHOUT ADDITIONAL DOCUMENTATION PER SECTION 602.2 OF THE W.S.E.C.: A. 2x6 FRAMED AND INSULATED WITH R -2I FIBERGLASS BATTS. B. 2x4 FRAMED AND INSULATED WITH R -I5 FIBERGLASS BATTS PLUS R -4.0 FOAM SHEATHING. C. 2x4 FRAMED AND INSULATED WITH R -IS FIBERGLASS BATTS PLUS R-5.0 FOAM SHEATHING. SHEET INDEX - -REVIEw FOR - CODE COMPLIANCE APPROV MAY 1 8 1007 B rLp �f Tukwila ING pI ION T rf • I U1 } -HwL V �zz< - v))5� W pdLCmZ r � ��Ow ° -cna ° O z o I - z ¢ w w avo°aoW_c M ()�LT z�c I L,1 I- f' z - i d w� - •P a :U Li d U w Z w w w aI n 31 N N z z a LLIF z W z WO- � p F ¢mOa r QO � O W F O a O O w U azw�QZ w*En)12 a � ��waw¢a DESIGNED BY: DATE: TGG 2000 DRAWN BY: DATE: GRD 6/21/00 REVISED BY: DATE: 1•411-I 8/26/05 BLH 1/11/06 ANW JOB NUMBER: 060174 ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: Main Roof Roof Area : 1908 s.f. Ventilation Required: 1908 s.f. x 144 s.i. 1 s.f. 1 300 = 915.84 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = 4.71 $.L / I.f. - 25% reduction = 3.53 s.i. / I.f. Eave Ventilation Req'd = 915.84 s.i. / 2 / s.i. per I.f. = 129.63 I.f. Provide : 130 I.f. birdblocking. Ventilation = 459.23 s.i. Min. Ventilation Provided = 459.23 s.i. is greater than 457.92 s.i. Req'd Upper Roof Ventilation: 7 "x7" Attic Roof Jack = 49 sJ. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation Req'd = 915.84 sJ. / 2 / s.i. of each vent = 12.46 vents Provide: 13 -7 "x7" roof jacks. Ventilation = 477.75 s.i. Ventilation Provided = 477.75 s.i_ is greater than 457.92 s.i_ Req'd Use : (minimum) 130 I.f. birdblocking. Ventilation = 459.23 s.i. Use : (minimum) 13 -7 "x7" roof jacks. Ventilation = 477.75 s.i. Total Min. Ventilation Provided = 936.98 s.i. IS GREATER THAN : 915.84 s.i. Req'd ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: Low Roof Roof Area : 144 s.f. Ventilation Required: 144 s.f. x 144 s.i. / s.f. / 300 = 69.12 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = 4.71 s.i. / I.f. - 25% reduction = 3.53 s.i. / Lf. Eave Ventilation Req'd = 69.12 s.i. / 2 / s.i. per I.f. = 9.78 I.f. Provide : 10 1.f. birdblocking. Ventilation = 35.33 s.i. Min. Ventilation Provided = 35.325 s.i. is greater than 34.56 s.i. Req'd Upper Roof Ventilation: 7"x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation Req'd = 69.12 s.i. /2 / s.i. of each vent = 0.94 vents Provide: 1 -7 "x7" roof jacks. Ventilation = 36.75 s.i. Ventilation Provided = 36.75 s.i. is greater than 34.56 s.i. Req'd Use : (minimum) 10 1.f. birdblocking. Ventilation = 35.33 s.i. Use : (minimum) 1 -7 "x7" roof jacks. Ventilation = 36,75 s.i. Total Min. Ventilation Provided = 72.08 s.i. IS GREATER THAN : 69.12 s.i. Req'd ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: Garage Roof Roof Area : 160 s.f. Ventilation Required: 160 s.f. x 144 s.i. / s.f. / 300 = 76.8 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = 4.71 s.i. 1 I.f. - 25% reduction = 3.53 s.i. 1 I.f. Eave Ventilation Req'd = 76.8 s.i. 1 2 / s.i. per Lf. = 10.87 I.f. Provide : 11 I.f. birdblocking. Ventilation = 38.86 s.i. Min. Ventilation Provided = 38.858 s.i. is greater than 38.4 s.i. Req'd Upper Roof Ventilation: 7"x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation Req'd = 76.8 s.i. / 2 / s.i. of each vent = 1.04 vents Provide: 2 -7 "x7" roof jacks. Ventilation = 73.50 s.i. Ventilation Provided = 73.50 s.i. is greater than 38.4 s.i. Req'd Use : (minimum) 11 I.f. birdblocking. Ventilation = 38.86 s.i. Use : (minimum) 2 -7 "x7" roof jacks. Ventilation = 73.50 s.i. Total Min. Ventilation Provided = 112.36 s.i. IS GREATER THAN : 76.8 s.i. Req'd FOU N RATION VENTILATION Crawlspace Area: 1451 s.f. Ventilation Required: 1451 s.f. 1 300 = 696.48 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1 /4 "mesh = 73.5 s.i. Vents Required = 696.48 s.i. 1 Vent Area = 9.48 s.i. Provide : 10 14" x 7" Vents, Area = 735 s.i. Ventilation Provided = 735.00 s.i. is Greater than 696.48 s.i. Req'd Use: 10 14" x 7" Foundation Vents FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER LOCATE VENTS SO AS TO PROVIDE CROSS - VENTILATION OF CRAWL SPACE LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING NO OPERABLE LOUVERS AT VENTS VENTILATION SCHE 2003 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE SYMBOL LOCATION MINIMUM FAN REQUIREMENTS Bath, Powder, Min. 50 cfm @ 0.25" WG (VIAQ Table 3 -1) • A Laundry . 4 Kitchen Min. 100 cfm @ 0.25" WG (VIAQ Table 3 -1) E (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) Whole House MIN. CFM = 105 MAX CFM = 158 (VIAQ Table 3 -2) C Fan (based on 2,908 s.f. floor area & 4 bedrooms) *flow rating @ 0.25" WG *whole house fans located 4 ft. or less from interior grille to have a sane rating of 1.5 or less measured @ 0.1" WG *whole house fan is required only when using OPTION 1 (VIAQ 303.4.1) *All fans to rent to outside *AII other requirements of 2004 WSEC 1 2003 VIAQ must be met GLAZING SCHEDULE PLAN 0 47R ROOM #OF WND VVND. MAN UF. FRAME WOW. MODEL GAS LO -E IJ -VAL. AREA UA ( LY W WK . , H TYPE TYPE NO. (1) MAIN FLOOR FOYER 1 1.00 3.00 MILGARD VINYL PICTURE 5320 1/2° AIR YES 0.35 3.00 1.05 LIVING 2 2.00 6.00 MILc1 O VINYL CASE 5521 112" AIR YES 0.36 24.00 8.64 LIVING 2 2.00 6.00 MILGARD VINYL PICTURE • 5320 1/2" AIR YES 0.35 24.00 8.4 DINING 6.00 6.00 MILGARD SLIDER 5120 1/2" AIR YES 0.38 36.00 13.68 KITCHEN 6,00 4.50 MILGARD SLIDER 5120 1/2° AIR YES 0.38 27.04 10.26 NOOK 6.00 6.00 MILGARD SLIDER 5120 1/2° AIR YES 0.38 36.00 13.68 FAMILY 1 3.00 6.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 18.00 6.30 DEN 1 5.00 5.00 MILGARD VINYL SLIDER _ 5120 1/2 AIR YES 0.38 25.00 9.50 UPPER FLOOR HIGH LIVING 5 2.00 3.00 MlLGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 30.00 10.50 MSTR BATH 1 4.00 4.00 MILGARD VINYL PICTURE 5320 1/2° AIR YES 0.35 16.00 5.60 4$STR BEDR.M 3 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2° AIR YES 0.35 12.00 4.20 MSTR BEDRM 1 8.00 4.00 MILGARD VINYL SLIDER 5120 112" AIR YES 0.38 32.00 12.16 BEDRM 2 1 5.00 4.00 MILGARD VINYL SLIDER . 5120 112" AIR YES 0.38 20.00 7.60 BONUS 1 8.00 4.00 M!LGAfiD VINYL SLIDER 5120 112 AIR YES 0.38 32.00 12.16 BONUS 2 2.50 5.00 MILGARO VINYL CASE. 5521 1/2" AIR YES 0.36 25.00 9.00 BED) 4 3 1.50 1.50 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 6.75 2.351 BEDRM 4 2 2.50 4.00 MILGARD VINYL CASE. 5621 1/2" AIR YES 0.36 20.00 7.20 BATH 2 1 2.00 3.00 MILGAIRD VINYL CASE. . 5521 112 AIR YES 0.36 6.00 2.16 WND. TOTAL: 39275 144.E DOORS WITH MORE THAN 50 %GLASS NOOK 1 2 3.00 6.67 SIMPSON IWCOD (DOOR 1 6001 3/4 iAIR YES 0.36 40.02 14.41 WITH !Th MORE THAN 1 1 50% GLAS S- TOTAL: 44.02 14.41 AVG. U- VALUE (VERTICAL GLASS): 0.37 Y1N13 SKYLIGHTS AND SKLLS STAIRWELL 1 4.00 4.00 MILGARD ALUM SKYLIGHT L 780 3/4° AIR NO 0.54 16.00 8.64 MSTR BATH 1 2.00 2.00 MILGARD ALUM SKYLIGHT f 780 3/4" AIR NO 0.54 4.00 2.16 SKYLIGHT TOTAL: 24.00 10.80 AVG. U -VALUE (OVERHEAD GLASS): 0.5 AREA UA I 452.77 169.66 TOTAL 1 TOTAL 2 GLAZING % = TOTAL 1 - 452.77 S.F. = 1&57% HEATED AREA 2908.00 S.F. AVG. U -VALUE = UA TOTAL (TOT. 2) - _ 169.66 UA = 0.37 I.J -VALUE AREA TOTAL. (TOT. 1) 452.77 A (1) U- VALUES ARE NFRC CERTIFIED OR OBTAINED FROM WSEC TABLE 10-6A, B, C. D OR E WHOLE HOUSE VENTILATION x OPTION 1. WHOLE HOUSE VENTILATION USING EXHAUST FANS (VIAQ 303.4.1) 105 MIN. CFM EXHAUST FAN FLOW RATING PER VIAQ TABLE 3-2 OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL FRESH AIR INLETS. x OUTDOOR ,SIR INLETS NOT REQUIRED. HOME HAS A DUCTED FORCED AIR HEATING SYSTEM THAT COMMUNICATES WITH ALL HABITABLE ROOMS AND HAS INTERIOR DOORS UNDERCUT A MINIMUM OF 1/2 INCH ABOVE THE FINISH FLOOR COVERING. OPTION 2. WHOLE HOUSE VENTILATION INTEGRATED WFFH A FORCED AIR HEATING SYSTEM (VIAQ 303.4.2) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3 -5 MOTORIZED DAMPER MANUAL DAMPER MEETING VIAQ TABLE 3 -2 FLOW RATES: CFM AUTOMATIC FLOW - REGULATED DEVICE OPTION 3. WHOLE HOUSE VENTILATION USING A SUPPLY FAN (VIAQ 303.4.3) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER VIAQ TABLE 3 1 1 BACK -DRAFT DAMPER SELECTION: L 1 CALIBRATED MANUAL VOLUME DAMPER '`^ r 'n MANUAL VOLUME DAMPER , 1 AUTOMATIC FLOW - REGULATING DEVICE 5` OPTION 4. WHOLE HOUSE VENTILATION USING A HEAT RECOVERY VENTILATION SYf�M (VIAQ 303.4.4) VAPOR RETARDER FLOOR 4 MIL F OLY X I FACE STAPLED BACKED BA i l'S PLYWOOD W/ EXT. GLUE WALL 4 MIL POLY [ X FACE STAPLED BACKED BATTS PVA PAINT CEILING 4 MIL POLY FACE STAPLED BACKED BAT TS 7 PVA PAINT x ( NOT REQUIRED IF VENTILATION SPACE AVERAGE 12" ABOVE INSULATION 2004 RESIDENTIAL WSEC CHAPTER 9: HEATING SYSTEMS SIZING PRESCRIPTIVE HEATING SYSTEM SIZING: ELECTRIC RESISTANCE (BASEBOARD / KNIT HEATERS): CONDITIONED SQUARE FOOTAGE X .005882 = 17.10 MAXIMUM KW OUTPUT OTHER FUELS: CONDITIONED SQUARE FOOTAGE X20 = 58160 MAXIMUM BTU OUTPUT 2004 WASHINGTON STATE ENERGY CODE CHECKLIST CHAPTER 6 PRESCRIPTIVE - CLIMATE ZONE 1 PROPOSED INSULATION OPTION NUMBER IV CEILINGS R -38 MAX GLAZING PERCENTAGE ALLOWED UNLIMITED VAULTED CEILINGS R -30 PROPOSED PERCENTAGE GLAZING 15.57% ABOVE GRADE WALLS R -21 MAX VERTICAL U -VALUE ALLOWED 0.40 BELOW GRADE WALLS (INTERIOR) R -21 PROPOSED VERTICAL U -VALUE 0.37 FLOORS OVER UNHEATED SPACES R -30 MAX OVERHEAD U-VALUE ALLOWED 0.58 SLAB PERIMETER R -10 PROPOSED OVERHEAD U -VALUE 0.54 DUCTS IN UNHEATED SPACES R -8 MAX DOOR U -VALUE ALLOWED 0.20 PROPOSED DOOR U -VALUE 0.20 RECEIVED I OFTl1KWII.A AR 2 8 ?ON t-lzRNITCEMTER WIDTH HEADER PER PLAN CONCRETE STEM WALL CENTERED ON FOOTING 4 ® 'O.G. 11AX 2 "GLR (2) ,§) TOP TYP #4 m 8 O.G. MAX (3 MINIKM) W/ STANDARL HOOK INTO FOOTINS p `1F8 ' TRUSS ROOF SHEATNG PER PLAN 2x NAILER W/ FRAMING 4 FOUNDATION FR AMING $ FOUNDATION / 0 '' I DIMENSION 'I DIMENSION 7 c FINISH PER ELEVATION OVER J 4 2X STUDS PER PLAN Re' �e 2X STUDS PER FLAN I h �� .� r • � BATT INSULATION FER FLAN FINISH PER ELEVATION OVER �. A I�� t 4 BATT INSULN ATIO ATIO U O 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN BATT INSULATION FER PLAN 3/4" T. G. WSFLOOR GLUED NAILED PLYOOD SU 15 LB_ BUILDING PAPER OVEF SHEATHING PER PLAN L f BATT INSU h N ��• '4" TL`�lK GLUED . G. NAPILED OC :TYP.) e� `�! U �����_ FLASHING �- LA 1 _:= = =_k t ►T TT TT TTTTTT TTT 1' rrvrrrrrrrrrrr� / / / /// /111• T 7. ;N A WOOD Z ;=e ri I I r TRIM OPTIONAL S MIN. FLR. JSTS. PER PLAT OPTIONAL 8 MIN. :.'.- FLR. JSTS. PER PLAN • PER -� PLAN CONTINUOUS ACROSS 51-EARAALL, TYP ►r9 /1`, ■ • Ibd g 6" O.G. (S C .S) �� I P.T. SILL PLATE AB \ r I P.T. SILL PLATE A. LAP EXTERIOR SHEATHING • INTERIOR SHEATHING EDGE NAILS 70 70P (I) #4 SAR CONT. _ .1 I ° °• (I) #4 BAR GONT 4 I a . +° Il . 1 µ < : . I • ..:d L MAX. b" BELOW TOP OF FND. WALL ° U al SHEAR PDUNDATIOt� - MAX. b" BELOW TOP OF FND WALL SHEAR WALL SCHEDULE 'AND /OR FOUNDATION #4 EAR VE RTICAL I -I/2" MIN OVER HEADER EDGE NAIL PER SCHEDULE 2x TOP PLATE '�PLA ad PER 5W EDGE NAILING SHEATING PER SW SCHEDULE ■ ■� ^ ►� \ Q 7 111-111- X� _ ;1 TI GHTL I NE ' I 1 1 1L • ° .Q� -1 Xu '-� ' zl� TI GHTL I NE I - �aL STORM 1 1 I I 1 1 1 1 I I I • P� S CHEDULE Ibd PER SW SHEDULE BASE PLATE NAILING SW PER SHEDULE I I , I� r 2x TOP PLATE W/ (2) 16d 3 °O.G. TO HIrAD)rR ABOVE MAXIMUM \---- HEIGHT 1^11DTd n = x 35 STORM I _ DRAIN - II I - � #4 BAR VERTICAL �_ I I I . ' DIMENSION TOP OF SLAB VARIES PER PLAN —� HORIZONTAL @ ID" •�v DRAIN I HORIZONTAL @ 10" O IF REQUIRED' I -_ ----7---- fl) - " I I III, ; IL 6 MIL. BLACK V. B. m C< IF REQUIRED' 1=1 I I -1 I • ' °d p . ° 4 . b MIL BLACK V. E SECTION @TOP - � - • ; 4•• • ''11 -.° .- ` d 11 " • ' ' - .II • :. ° . .11 ° '' - I ° I 11 1 ; , - 1 I I I I 1 �^ , e ° 1� d ° ° .. ` 11 ' : ° " . II . ° ° • 4 . 4 •'Nd• . -° 111=111= 1 11 I I � 28 "MIN NOT TO SCALE �� SHEATHING AND NAILS PER SCHEDULE, STAGGER 3" GLR. \ (2) #4 BAR CONTINUOUS (2) #4 BAR CONTINUOUS 3" GLR �� \ \ 3" b" II 4' 8' L 4" OPPOSING NAILS SILL PLPLATE 1 q� I YI; ! RAISE CONCRETE FpD 'I SCALE II' = I ' - O I' �I , I 1 'I SCALE FOUNDATION DRAIN CONCRETE FOOTING W/ (2)44 CONTINUOUS , r I I ��_� I° . '$ I 1 µy `, STEM WALT AS REQUI C2) ROOF TRUSS PAR. TO INT. SHEARNALL 3 E?" I�ND. V4AL.L. (4) S" FND. LL 3x MIN P.T. SILL PLATE FOOTING PER PLAN II il I `� I ' 311GLR TYP III TOP OF SLAB PER PLAN FRAMING 4 FOUNDATION �r FRAMING 4 FOUNDATION FRAMING 4 FOUNDATION f , 2x STUDS PER PLAN DIMENSION �I CROSS-SECTION 8° THICK CONCRETE STEM WALL #t4 , 10"0 .G. MAX AX (2)-#4 TOP #q 8 "D.C. MAX (3 MINIMUM) W/ STANDARD HOOK INTO FOOTING PER PLAN - DIMENSION FINISH PER ELEVATION I5 LB. BUILDING PAPER AIR INFILTRATION BARRIER OVER SHEATHING PER 'I DIMENSION FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN I I I � OVER OR PLAN V� �� �. i h } �: �:: 2X STUDS PER PLAN Ii � ��� 2X STUDS PER PLAN FINISH PER ELEVATION OVER OVER BU HTH NG PER PLAN SCHEDULE, 12" N AX. FROM P.T. SILL PLATE �- �� i $ � BAIT INSULATION PER PLAN SECTION @ 130TTOM 2X STUD (2) -I 'd ® 6 "O.G., Ti? (3) -2x PER PLAN • 5HEARWALL EDGE NAILS 4 SHEATHING PER SCHEDULE, DIP Il �,�� SHEARINALL EDGE NAILS $ SHEATHING PER SCHEDULE, TIT PHD- HOEDOWN PER CHEPULE, TIP (2)- ANCHOR BOLTS ]G PER G A Olwl A l l SGHEDfU�7l PER J71J'R L. 44 WAL p SHEAR WALL SC PRESSURE TREATED RIM JOIST BATT INSULATION PER PLAN Z - FLASHING 4" GONG. SLAB GRO55- SECTION BATT INSULATION PER PLAN GATT INSULATION PER PLAN OR 4" MIN MAX 3/4" T. G. PLYWG OOR OPOTOIDO L IM t 2 3/4" T. G. PLYWOOD SUBFLODR GLUED NAILED + .__ r r TOP OF SLAB DIMENSION r PER PLAN VARIES \ REQD PLAN MIN) 1 WATER MEMBRANE PROOF GLUED NAILED S r MIN. WOOD TO GRADE 30" M�A OF SLAB TO G �� ►� . OVER 6 MIL. SL, V.B. OVER 4' G RANUL AR FILL -r 4 GONG. SLAB ' T ,,�, r DI T T T T T T Y Y Y Y ' r' 4 ON SLAB x r _- r A5 . PER I -I/2 GLR TYP " (28 3 GLR TY r rrrrr /111111111 + (1) #4 BAR GOt+IT. MAX BELOW TOP OF Fl 5" ° d 4 . 4 a 1 , 4 ' .. • ° ° ° 4° ' d ° .. � Tr 111414 . r .11E d . a . ° ° '' 4 ° F LR. JSTS. PER PLf �I -I i ° ,� 11 _ A _ � ' --. # STUB OUT 4 BAr� 18" O.G. - °° FLR. JSTS. PE PLAN 0 C� # STUB OUT 4 BAR X 24 _ ►.,� SILL PLATE $ , SHEAR WALL SCHEDULE z — I ,fir P.T. SILL PLATE � A.B. PER SHEAR WALL SCHEDULE z \ o r r ► 1 I�" O.G. 4 P.T. ��I b :'4 ` . . • @ —I • . a : 4 d .6_ ,I � 1=�`� TlGHTLINE I I- I � I I I . .la .. °' Ii #4 _ I � �,I,. w 1I I i1 .11 1 CONCRETE FOOTING W/ (2)44 CONTINUOUS - ___+ 10 u i I) 4 BAR GGNT. MAX. 6" ( I I BELOW # TOP o FND. WAL # BA R VERTICAL g 18 " HORIZONTAL g 10" O.G. I i i I O .G. - iii 1 I =. 01 a II' I a .l,. �L ° II AND /OR FOUNDATION PLAN � -b MIL. BLACK V.B. STORM DRAIN IF REQUIRED - � I I I I 1=1 _ ° '. 'I F• 4 . II F — : . IF ° °— • EM I i I I I I I i , (2) -2x PER PLAN (I) BA R CONTINUOUS #4 -i i r 1 1= AND /OR FOUNDATION PLAN _ BAR W/ A HORIZONTAL VERTICAL IS" BENDS ID" O - 1 I I O.G. -6 MIL. BLACK V B- 311VL TCL NOT TO SCALE n .11 #4 BAR VERTICAL. = 0 d K • "4 -� 4 ° s 4 ° I I I I IT 111- _ Cii " . 4 11 II. A '' • V; ° • : • a °. ' .7 • 1 I I- 11 - III - ` = • • • - I fr. ° 11 4 .A '1 L_ ' • ' 0 `� 4 HO RIZONTL� (2) #4 BAR CONTINUOUS NOT TO SCALE 3 GLR. 4 ° . ' °'�`(2) . ^ #4 BAR CONTINUOUS 3 GLR. • • •+ ° d °4 .. ° .d �` . ° .. (2) #4 BAR CONTINUOUS � �4„ 8' 4 ' D F DRAIN , �4rr� a" DIA. ' b'I /I SCALE I" = l' -D" /1.4"/j( SC-ALE SCALE I" = 1' -O" FOUNDATTIIONFDRAIN : FOUNDATION : IA SHEAR MALL @ CONTINUOUS HEATER I S RAIsEP STEM 1'MALL, fl' I GAL. FOUNDATION V4ALL FLR. BATT 5/4" GLUED !r!/ SLAB JSTS_ PER PLAN INSULATION PER PLAN ® S" FND . ALL FLR. l/ SLAB ( i)s" JSTS. PER PLAN INSULATION PER PL AN T. G. PLYWOOD SUSFLOOR FND . MALL (HANDRAIL GRIP SIZE PER IRG R3115.6.3J 11/4" DIA. MIN. HANDRAIL, @ GARAGE NOTE: SPACING BETWEEN INTERN( DIATE GUAi .FRAIL MEMBERS TO BE SUG H THAT A SPHERE OF 4" DIA. SHALL NOT PASS THROUGH ANY OPENING HAND RAILS PER IRC 8311.5.6 FRAMING $ FOUNDATION JSTS. INSULATION T. G. * PER PLAN PER PLAN DIMENSION LL 5/S" 'X' 2X STUDS PER PLAN "� BATT CONT. FOR FULL LENGTH OF STAIR F LR. BATT BATT INSULATION PER PLAN �� � � �� ' BATT INSULATION PER PLAN 3/4" T.46. PLYWOOD TYPE $ 3/4" GLUED BAT- USTERS TO CONFORM T. G. PLYWOOD SUBFLOOR NAILED 3/4" GLUED PLYWOOD SUBFLOOR. NAILED �1//////////////// SUBFLOOR GLUED NAILED NAILED O � X I �; � TO IRG 8312.2 I I I HJG2S OR. ' EQUAL . 1 � z - — } Y T T T T T T T T T / rrrrrrrrrvrvrrr T T T T T 1 r x/1111111111///, T T T T T T Y T T T T T T T 1 rrrrrrrrrr rrr' T Y Y Y Y Y T � ♦I rrrrrrrrrvrvrrr 1 1111111111111111 '. " T T T T BLOCKING T T T- r T T T�T T T T T T T T T T T T 1 rrrrrrrrrrrrrrr 1 / / / / / / / / / / / / / //r ^11111111 T T T T T T T T T T T T T T Y ti 1 rrrr rvrvrrr �// /111 SOLID BLOCKING �� r -�' 'T' "Y Y V "►' T T T T T T T T T � rrrrrrrrrrrrrrr '1 / /1 / / / / / / / / / / //� T T T / / / / / / / /r/ %t4% %YA1! /111 FLR. JSTS. PER PLAN \ TT1 — 4" COG. SLAB OVER 6 MIL. V.B. �� OVER 4 GRANULAR. FILL V 11I D � - m O __ , 111/111/// SOLID BLOCKING 1 , Z `ti _ \ _� } 36" MIN. STAIRWAY WIDTH PER IRG 8311.5.1_ ... i O m z - c 0 SOLID (4) 16d EA. SIDE NAILS U / , +, • i BEAM PER PLAN = BE \ (4) Ibd A. NAILS SIDE��F - - BEAM PER PLAN �- = \ P.T. SILL PLATE A.B. A.B_ PER #4 I ° •; ' P .T. SILL PLATE 4 A.B. PER SHEAR WALL SCHEDULE � - —___ �_� PEl PLAN AIR ° 1I •• 11;21, p. l I ll 4I • : • .Pi i. - . ll : (I) BAR GOVT MAX. b" BELOW TOP OF FND WALL. •' •:I 11 ,, 1 9 •: _ =° 4 SHEAR WALL SCHEDULE FOUNDATION AND/OR FOUNDATI 2 X 4 CLEAT _ EACH SIDE Q -. (2) 16d EA. SIDE c F. T. POST PER PLAN O T 2 X 4 CLEAT EACH SIDE — I� (2) 16d EA. SIDE \ ° _ ° • ° : ' ° ° ' . ": z (1 u \ BOTTOM OF BEAM i — (2) SIMPSON A24 FRAMING NCHORS _ ---_ \ BOTTOM OF BEAM (2) SIMPSON FRAMING NCHORS POST ' 1 10" MIN. TREAD BBEL #4 IN/ b AND/01‘ FOUNDATION PLAN ° . ° ; I a'v .,:; . °. . <.; .a. '. .e.° . .e.o.; . °.p ° : qp � � . ._ . • � °� e •- e b � e e •.' b_ .• b - • b ' .i.` "'' °ILI ' l l ' 1 ° ° ' ' q7'I I I I I l l I I I I I I— - P. T. POST PER PLAN - b MIL. BLACK V. B. l (I - � r r-- T g IN + © CEILING, (I) LAYER 2X12 #4 BAR VERTICAL IS" O.G. A24 6 MIL. BLACK V. B. X , .. (3) 6 MIL. BLACK Y. B. T `. 1 g 4 HORIZONTAL g O" O.G. ° I I I I 1 I I i 1 BAR VERTICAL g IS" G.G. a- a , = I = I =III I I - I ALTERNATE BENDS S 1 I I I I IEI11E1 p �,- STRINGERS _ =1 I I 11 111111 1 1 I —1 — — 1 1 I 1 = - 111 - - 1 1 1= 1 1 1 1– 4 ° '.1! . d ° . 4 a .� ` ' • ° °11 ' A . , ° .° (1=1 I-1 1 I 1 i I �2) I I _ 1 I —i - - =1 I I_ 11 _ I Ill 11- i � 11= I Y -1 I I -1 I I =111- I I 1--1 I iii rT r I -1 I I -1 111 =111- I--I 11—f J. • ►I A 4. • ° . • °$ . a: ° . • -, a T-'I'T�rrr 11 1 I 1 =1 _ =11 I- III I=I11 — 1 I I-1 1 rrl 11 1 I -III- 11= I \ - - I I 11 i I _ - = – I I I � 4 . a 4 .: ° `• ° - • d - 4 . ° ° • �. ° . p° . ... . -. 4° dd • q a I I 11 -I 1 I� � . V HORIZONTAL 10" O.G. MIL. BLACK V. B ° ° !I' . . .6 • . !I° -III 111- III -11 E11 I -I 1 I z - 1 =1 =I _ —111 —III n I I II i =1 =III \\ .�_ _ - _ 111 FIRE BLO0KI :NG NOTE: GREATEST AND LEA. SHALL (PER IRO R311.5.34'4 R3 I � , I 111 =111 ' 11- —II i 1 1 - III -111 1 11 - � 11— i 16d I 1 I-231 4" O.G. 2X4 THRUST BLOCK �0 11 =1 mm111 -111 1 1 =1 =1 =1 - (III _ I 1 =° =1 �a 11= • J i. °: o ° • '° ° j1 '2.4-C: ' .. • — °�-9 d ; ,111, ; (2) *4 BAR CONTINUOUS 3 GLR. \ i i - II 1– ° 4 S" 2) #4 BAR CONTINUOUS �F'I k \ #4 BAR CONTINUOUS I' -4" '' k \ # SAR CONTINUOUS 1�► PER PLAN " �.; k '' SCALE ; I" = 1' -0" SCALE : I" = I' -O" (3) 8 d TOE NAIL STRINGER '1"0 THRUST BLOCK F. NOT TO SCALE SCALE : I" = 1' -O" f� 4" 8 4",4, �I 'I 'I SCALE : I" = 1' -0" JOIST OR BLOCKING g FLOOR BELOW,: S HOUSE/GARAGE OUND TI ON YE LL ' I 0 GONTI NUOUS FOOTING ED ISOLATED FOOTING [2) INTERIOR STAIR ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER $ SHEATHING PER PLAN ROOF FRAMING BAIT INSULATION PER PLAN ` `` � � ) CRICKET X 6 BUILT -UP CURB � -, ♦� ♦� ♦♦♦ *� 4, � � ,., `� . ��� ■ ♦� ♦� ♦� ♦� �♦ ° ; . • P _ a , °' , . - - ° �♦ ° . 4 CEILING JOISTS PER PLAN ( MEMBERS % PER PLAN INSULATION BAFFLE TO EXTEND 12" ABOVE SKYLIGHT SIZE PER PLAN W/ REVIEWED FOR 4" MIN. CURB FLASHING AS CODE CAMP � � �', '''`�, �T � - nE T GLEAR TIAGE I/2 AIRSP VENTED 2X BLOCKING „ W/ (3) 2 DIA HOLES FINISH FINISH PER PLAN � �' +12' -O" A.F.F./ 2 LAYERS TEMPERED GLASS g - 12' -O" A.F.F.) MAY 1 8 20 NE ) ♦ / DRY: G621 l � � � 01%0PER � ` � � REBY MJH 8/26/05 BL 9/1 I /06 2x4 � �, :f PL AN i ♦1: + ♦ ♦, �� r � n s a : $ p. 4 . ° 4 ' • a �° a ; 4 q 4 ° � 4 . ". 11111.1_1111111WINEETtoo,' p ; ∎_ NAILERS � City Of Tukvvlla ,, � r - � �� - ; . . B TWIN DIVISIO _ S � �� :;)`� , . �` . , BATT INSULATION PER PLAN SHEATHING ►Y .�� : �� �j' �� _ _ ► �� 5 CONTINUOUS METAL r - - � � �I � . 1 � 4 :A • WEATHER RESISTANT BARRIER e ��`. ? , ∎`�I 24 ._ NT � , , I _ NAILS i TO BIRDBLOCKING) GUTTER LATERAL BY: DATE 9/ ?/O6 R A LATERAL JOB NUMBER: TYPE N MORTAR ♦ « : � ► ♦� ♦♦ 'Nr � : / 1 c f , f PLAN . . ;, r EM� �;i " 4 : 9' - � , '' 2 2x i,!� (3) Sd NAILS EACH TR : 30" OR GREATER OVERHANGS cuLTURED STONE �•r -y 2X4 INFILL FRAMING '4i�i ; TYPE SEATING EED ~�� ♦ ♦ � P : , MORTAR JOINT ♦ ♦� 'N' y ; 2 X STUDS PER PLAN I OVERHANG TYPE MORTAR ri ; i i t SEING :' Q � For !Mardi ` � 4 PER PLAN 5/S" TYPE "X" G.W.B. 0 RECEIVED CITY OFTUVVVILA NOT TO SCALE NOT TO SCALE op- INSULATION PER PLAN , j I FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN MAR 2 8 707 PEP ITCEMTTf SCALE ; I" = I' -0" GATT r� �� 1 SCALE : I" = 1' -0" ANW JOB NUMBER: 060114 L I G T I G�#T VENEER 0/ SHEATHING I L_ I GNT I GAT VENEER 0/ CONCRETE � 5 FLAT CEILING $ EAVE 16 SKYLIGHT 1 1 1== 5046 _ TR ,1 (� RC GIS ITECT EED 7 1F V•HINGTON VI/06 PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIOII. FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. C 0" 0" 40" DIAMETER X12" THICK CONC. FOOTING w/4 -1:4 BARS EACH WAY POST AND CONNECTION PER PLAN 24" 24" DIAMETER X 12" THICK GONG. FOOTING w/ 2 - #4 BARS EACH WAY POST AND GONNEGTION PER PLAN Cley, IS" DIAMETER X S" THICK GONG. FOOTING IN/ 2 - #4 BARS EACH WAY POST AND CONNECTION PER PLAN R 100 WC 000 FA) X100 WV / \ TUKV ILA GORR. LETTER 3/1/07 • PESIGNED BY: DATE: TOG 2000 DRAWN BY: DATE: CAW 6/21/00 REVISED BY: DATE: MJH 5/26/05 BLH c1/1 1/06 LATERAL BY: DATE: R$ A '1/1/06 LATERAL JOB NUMBER: 04 -511 ANW JOB NUMBER: 060774 FOOT' NCB SCHEDULE SYMBOL FOUNDATION NOTES C 0" 0" 40" DIAMETER X12" THICK CONC. FOOTING w/4 -1:4 BARS EACH WAY POST AND CONNECTION PER PLAN 24" 24" DIAMETER X 12" THICK GONG. FOOTING w/ 2 - #4 BARS EACH WAY POST AND GONNEGTION PER PLAN Cley, IS" DIAMETER X S" THICK GONG. FOOTING IN/ 2 - #4 BARS EACH WAY POST AND CONNECTION PER PLAN g 18' -0" ABV. MAIN FLOOR 2x4 RAFTERS ' 24" 0.C. OVER 2x4 G.J. S:12 PITCH fiE G' -I" A.M.F. 4 z .0. I8' -0" ABV. MAIN FLOOR FE o 12 -0" ABV. MAIN FLOOR GARAGE FRAME OVER W/ STRUCTURAL GABLE TEND TRUSS GIRDER TRUSS STUB TRUSS T "xT" ATTIC ROOF JACKS (13) REO'D 2 ° 4 ° SKYLIGHT W/ LAN,. GLASS FRAME OVER W/ 2x6 @ 24 O.G. 12" O.H. TYP_ U.N.D. 6. 7. q. Iu h ROB SCALE: 1/4" = I' -0" I£ @ 15' -7" ASV. MAIN FLOOR 2x6 RAFTERS 24" O.G. `= RAM1N ROOF FRAM! N6 `N0T 5: C� CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS $ FADERS TO BE 4x10 DF #2 @ 2x4 WALLS 4 6x8 DF #2 OR 4x10 DF 4 S2 2x6 WALLS, U.N.O. S. PROVIDE VENTED BLOCKING OVER SUPPORTS. SEARING WALLS ARE SHADED. al INDICATES PrOINTELOAD SUPPORTED BY (2) STUDS, U.N.O. INSTALL SHEAR WALLS $ /OR BLOCKING IN ROOF STRUCTURE BEFORE INSTALLING FINISH ROOFING. 8. SEE SHEET I FOR ADDITIONAL NOTES. SEE SHEET 2 F ®R ROOF VENTILATION. P 4. WINDOW HEADERS a 7' -IO" ABOVE FINISHED FLOOR g MAIN FLOOR, U.N.O. WINDOW HEADERS 6' -10" ABOVE FINISHED FLOOR @ UPPER FLOOR, U.N.O. 5. ALL TRUSSES 5. % SHALL GARRY MANUFACTURER'S STAMP * SHALL SE INSTALLED :i: BRACED TO MANUFACTURER'S SPECIFICATIONS * SHALL HAVE DESIGN DETAILS $ DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERING CALCULATIONS 0 12:12 EAVES @ 18' -O" ABV. MAIN FLOOR A END JACKS 24" O.G. I 0.H. TYP. 0 EAVES U.N.O. SPECIAL 6 I WER TRUSS SCALE: 1/4" = I' -O" D.S. END JACKS 24" O.G. 7"x1" ATTIC ROOF JACKS (2) REO'D I' -6" O.H. TYP. EAVES U.N.O. to ft g 10 -0" ASV. MAIN FLOOR ADD R -6 FOAM INSUL. TO EXT. OF 2x4 WALL ABOVE DINING ROOM WALL Ft@ IS' -D" ABV. MAIN FLOOR a@ Q'- I I " ASV. MAIN FLOOR 0 N 1 7 z R o6 z o0 0 1 N ; 1 N wla� Vr TItI Iv FILL COMPACT FOR 4" CONC. SLAB 4 4. 2 -0 f DBL. JSTS. I- 7 DBL. JSTS 20" / 4' -0" f 23 22 I f IB TYP. / \IIo 1/2" Cu 12' -0" PAT I 0 • 4" CONC. . r `.. ■ i STUB -OUT *4 BARS 0 IS" D.G. 24" LONG NERVASTROHL OR FLASHING FOR WATER- PROOFING ® 4x I0 T . SCALE: 1/4" = 1-0" 4' -O" 4x10 • W.H. 4 FURNACE PLATFORM ABV. 20 -0" SLAB ON GRADE 4" CONC. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS ADD (2) #4 TOP BARS c� TURN N. OR STEM WALL. MIN. IS" DEEP ABV. CONT. FTC. - EDGE OF SL S IV -3" R.O. 20'-0" 4 -0" 4' -0" 4 0 DATION FLA 10UNt7ATION NOTES: 6. --(1 T "x14" SCREENED FOUNDATION VENTS AS SHOWN 20" 4 -0" 4x I O DBL. SOLID BLK'G 0 WALL ASV. 4 , -0 " a L 0 21 20 f 1' -10 1/2" / 16' - O" 2 -S" •: \ \\ \ \\ 4• 10 -4" —18"x24" CRAWL SPACE ACCESS INSULATE 4 WEATHER STRIP 0 \\ \\\ 0 4 -0" \1 1/2" 4' - 0" 140 -0" OVERALL FOOTPRINT I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. 3. ALL WOOD IN CONTACT WITH CONC. TO BE PRESSURE TREATED. 4. SOFFIT, VENT, $ INSULATE CANTILEVERED AREAS. 5. INSTALL SIMPSON GONG. TO WOOD HOLDOWNS I%2" FROM CORNERS $ WINDOW ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPECS. STEP FOUNDATION PER SITE CONDITIONS. 1,500 P.S.F. ASSUMED SOIL BEARING CAPACITY SHALL BE VERIFIED IN FIELD. S. SEE SHEET] FOR ADDITIONAL NOTES. SEE SHEET 2 FOR FOUNDATION VENTILATION. 10. SEE SHEET 5 FOR SHEARWALL $ HOLDOWN SCHEDULE_ R 6" WALL (. 4' -0" S' -5" R.D. I2' - q. 4 20" v GRAY L SPACE !L 0 N 6 MIL (BLAGi:) V35. 1 .r4 1 • I;1 M® II 1- re taw...4,4 L #6 1 2 " C G.E.W. >L 0 SIMPSON CS45 4 CB6S 4x8 6x8 P.T. POSTS EDGE OF SLAB v 0 4' -0" � 1' -1 1/2" NOTE : 0 4' -2" x N 12' -0" 4 -2" 24" 4x I O �- NERVASTROHL OR FLASHING FOR WATER- PROOFING 4 10 11 2 15 12" 5' -O" STUB -OUT #4 BARS g 'IS ". Q.G. 24" LONG • FILL 4 COMPACT FOR 4" CONC. SLAB LINE OF FOOTINGS TYP. LINE OF P.T. POST ABV. LIGHTWEIGHT STONE VENEER (GOBBLEFIELD) 5 -0" 2' -0" II. SEE SHEET I FOR ADDITIONAL NOTES. FLOOR FRAM! Ne NOTES: O 1- 0 1- N 0 SIMPSON PSS44A © 4x4 P.T. POST CODE CO APP MAY r City Of B .I DING LINE OF 4" CONC. PAD ANY FOUNDATION WALL X C.EEPr 1a•4' -O" IN HEIGHT SHALL BE BALLANCED B,AGKFILL. I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS TO BE 2x10 HF #2 16" ON CENTER UNLESS NOTED OTHERWISE IO. ALL WOOD IN CONTACT WITH CONC. TO BE PRESSURE TREATED. J / 0 7 1 - E 1 37:0 — R - 1 p NCE �J `w D 201 a ION S. ALL BEAMS 4 HEADERS TO BE 4x I0 DF #2 g 2x4 WALLS 6x8 DF #2 OR 4x10 DF #2 g 2x6 WALLS U.N.D. 4. POSTS TO BE P.T. 4x4 DF #2 , t P.T. 4x6 DF #2 @ BEAM JOINTS, U.N.O. 5. PROVIDE SOLID BLOCKING OVER SUPPORTS. 6. PROVIDE FIRE BLOCKING 0 ALL PLUMBING PENETRATIONS RE T WED 7- BEARING WALLS ARE SHADED. MAR 2 8 ?fin 8. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. II INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O.PERMITC-EMIFFi 60'-0" OVERALL FOOTPR.INT 2x10 F.J. 16 2x10 g I6 I_ U T 5045 GISTERED RC 1TECT A "IF q /J 1/o6 UPPER FLOOR: IWLII - IVV Vr nLL, VP. rVR I1,4VJ VI IMLJL rLfYIYJ Vn VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIO FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. TOTAL FINISHED AREA: 2d'iO5 S.F. GARAGE: 684 S.F. R 100 3/1/07 i 121S0531 I DESIGNED BY: DATE: TOG 2000 DRAWN BY: DATE: CRP 6/2I/0o REVISED BY: DATE: MJH S/26/05 5LH 1 /11/06 LATERAL BY: DATE: Ra A Q/7/06 LATERAL JOB NUMBER: 04 -a - 1 ANW JOB NUMBER: O6O71 AREA SUMMARY MAIN FLOOR: 1425 S.F. UPPER FLOOR: 1483 S.F. TOTAL FINISHED AREA: 2d'iO5 S.F. GARAGE: 684 S.F. 0 N 9 O 9 4 BI -FOLD CARPET CARPET 4 5I -FOLD USE FULL HEIGHT STUDS 4 ( SLOPE SLOPE 10' -0" BE RM 2 5 VAULTED MST PRM 0 ; WINDOW SEAT 12' -O" 0 IIDV S.D. VAULTED BONUS CARPET CARPET V.T.O. DN16RI'RS I' -6" 4 1 -6 " 4 1 -6 " WHOLE HOUSE FAN TO BE INTEGRATES FORGED AIR SYSTE W/ AUTO TIMER 4 MANUAL OVERRIDE 2x4 SLOPING HALF WALL 0 36" ABV. NOSING 12 - 0" TO SELOW FULL HEIGHT (2)2x6 14F2 STUDS @ LIVING ROOM 12 O -G. THIS WALL ONLY 1 10 ' TREA 4 1 -0 11 2 1 -0 11 4 5I -FOLD I � V 5EPRM 4 S.D. CARPET 6 1 -0 11 I" ``// 21 -D HEADERS g 5 -8 A.U.F. 6x10 D.F. 0 I x MSTR 5 - = (5) 2 31 -0" 41_011 16 -0 (2) 2 CA5 USE FULL HEIGHT STUDS UNDER GABLE END 2 SKYLIGHT W/ LAM. GLASS C __ -7 C____� __. i II i II II F -II- 1- 1F 1i- r 1r - - -- r ---- 1r - - - - 1r 4 0 4 ° PICTURE W/ SAF. GLASS 14 -C" 36"x60" TUB 1 PIG. 1 6 1 6 FIG. TUB PLATFORM 0 U--I LQ d IL O to ADD R -6 FOAM INSUL. TO 4, EXPOSED EXTERIOR PORTIOtV W OF 2x4 ALL 2x4 KNEE WALL BELOW I r (2) 2 PIG. HDR. 0 61_ A.U.F. LINE OF ROOF BELOW LINE OF POSTS BELOW 0 \ \ 0 1- O Ik to cnn 111_1 tat (Xdl Ln UPPER SCALE: 1/4" = 1 -0" SHEARWALL $CHFD L. 2x I -1F STUDS (cr? 1E" o,c U.N.O. BQOW r le OSB Note } SHEA WALL • APPLY TO SHEA TriEhi'S EDGE NA1L3 LQQR PLAN L LL Cww' SLOC!.ED ❑ not penetrare past flush) 2S' -O "I 1\14. `i ROOF i) TOP ti ° CZ O C ru,� 1 PLAT e3FBE =Lk.TE i SILL Et_ATEP�rNuRC FLO+C}^ SILL PLATE `(S) c iC3 TOP T _ NAiL� '(Ei — 2" s x �; ":6" `�'1RS ??EIS 'l�` ls... Ci :. :7 i iCci 4U �i 0 r, � A3A3 (G(a), 24 v.c. 5 l •' 171. (CH . — . qq :,(1 rim ' t i 1 16•;) i! 4 ' c.,G A_ :5 (.5") 12 or: L. b ti' rile �a 1 f '• o f 1 3 HE Rnik «a ANL HO'ai . e`C:' •!z t ,a �1!' E_ , 1 . 1 • 12 -0" .T. TRELLIS BELOW fi I " (3)2x6 HF (6) PLCS.? DOWN TGO BOT. OF BEAM � ‘,1 N O in 0 in O Cl O 9 0 9 )i ,11; f iit't t•t:li . 1141 i I i 1- 0 0 N CV O 1 N O N O �i- FLOOR FRAMING NOTES: O C �3LOGKED DIAPHRAGM 3/4" T4 G GDX W/ ad 6" O.G. (PANEL EDGE) 8d 0 12" O.G. (PANEL FIELD) 8d @ 6" D.G. (BOUNDARY EDGE) EDGE OF PATIO 4x8 POST CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS TO BE 2X10 HF #2 16 ON CENTER UNLESS NOTED OTHERWISE (U.N.O.). 2 W/ S.G. C. 1 -0 11 4 1 - KI TGHEN HDWD 1' —S ff PREP ISLAND 0 36 A.F.F. PEN TO AB OYER W D a- HGUS3.25/10 SKEWED 5x12 GLB 24 -V4 UP 4x I O D.F. ':,R: DESK • 6x10 D:F_ NOOK HDWD I8' -O" 5 GLB 24F -V4 DROP, DIRECT VENT GAS F.P. INSTALLED PER MANUF. SPECS. W/ 20" WIDE (MIN.) NON- COMBUSTIBLE FLUSH HEARTH OPTIONAL T.V. NICHE ASV. GAS 0 SHUT-OFF DEN CARPET 14 -O" 2x6 WALL 0 IIDV S.D. 16 16' -O" 110V S.D. 0 4 -0 5%8x16/2 GLB 24F -V4 2x6 WALL HANNEL 0 F POST HGUS3.25 /10 WALL ABV. 8 ° a ° 0.H. DOOR 6 ° 6 ° DBL. SLD. BOTT. @ +12 -0" A.M.F. R CONTINUOUS HANDAIL 0 34" ASV. NOSING 3 3 /8x12 GLB 24F -V4 DROP 2x4 SLOPING HALF W 1 V ALL @ 36" ABV- NOSING 0_ 53.25/10 2 / (2)- 2 CAS. j 8x8 BUILT -UP P.T. 15 POSTS IN/ LIGHTWEIGHT STONE VENEER SASE TYP., $ PLACES (3)2x6 HF2 (6) PLCS. 0 12" WIDE SOFFIT O 1- 3- ALL SEAMS $ HEADERS TO BE 4x10 DF #2 , 2x4 WALLS $ 6x8 DF#2 OR 4x10 DF #2 2x6 WALLS U.N.O. 2 -O" E INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONG. TO BE PRESSURE TREATED. II. SEE SHEET I FOR ADDITIONAL NOTES. 23 6 GLB 24F -V4 DR IAA IB TYP. 2 - 0 11 4. PROVIDE SOLID BLOCKING OVER SUPPORTS. 5. PROVIDE FIRE BLOCKING 0 ALL PLUMBING PENETRATIONS. 6. WINDOW HEADERS @ 7 -10" ABOVE FINISHED FLOOR 0 MAIN FLOOR, U.N.O. 7. WLL BEARING A 5 ARE SHADED. 8- PLUMBING AND MECHANICAL FIXTURES ARE DASHED. DBL. BLOCKING@ WALL AB m m SCALE: 1/4" = 1-0" PLAN L.AN NOTES : I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOWS 4 DOORS ARE SHOWN NOTED AS NOMINAL SIZES. 3. EX] RIOR WALLS TO BE 2x6 STUDS @ 16 O.G. U.N.O. 4. INSTALL SIMPSON CONC. TO WOOD HOLDOWNS 1/2 FROM CORNERS 4 WINDOW ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPECS. 5. Ili INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 6. SMOKE DETECTORS; * SHALL SE 110 V INTERCONNECTED W/ BATTERY BACKUP * SHALL SE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS * SHALL BE INSTALLED IN EACH LOCATION WHERE THERE 15 A CEILING CHANGE GREATER THAN 24 1. O" 12 1 -0 11 IUFBI41 3 -GAR GARAGE 4" CONC. O N 16 ° 8 ° O.H. _OOR 20 -D" AN TIGHT FITTING, I - THICK (MIN.) SOLID CORE DOOR W/ SELF CLOSER C L 4x8 6x8 P.T. PO EGGS ECC IS INSTALL 1 G' TWO SlIbES 5W -I I 5 SEE SHEET I FOR ADDITIONAL NOTES. S. SEE SHEET 2 FOR VENTILATION SCHEDULE. 16 -0" 6 046 SLIDER 4x10 D.F. 40 -0" OVERALL O 1 U- O X DROPIUFBIDI N 5 %8x15 GLB 24F LQQR PLAN 12 P': T . TRELLIS— ABOVE a 1 -0 11 51 -D 11 • 21_011 (2) 2x4 WALLS SOTT. OF JS i15 0 1 1 -1" A.M.F. O tt rr HOLDOWN SCHEDULE A.N.W LATERAL fHOLLOWN1 FASTINER1: - :TO FOUNDATION M nF,K !! ARI? i STRAP' 'i l ;' "•; ( "3 -CT )f)E MIN U N.O F1PYC ii;F 'ai / (1 7 / 5i3 • • 9 O ED F P ENCE VED 2007 kwila N SR CIT OFTUKWILA MAR 28 7flfl7 PERMITCEM 6 CEO rrd' ' i; w SS '.it FS. y> t iat., 9 2i0O COMMENTS I f MAX. HEIGHT MIDPOINT Z - 5 9 4 '' o UPPER 2x4 CORNER- - TRIM 236.13 SUBFLOOR OZ It @ MAIN MIMS MAIN FLOOR AVERAGE FINISH GRADE 22,E II" 01 UPPER \ SUBFLOOR fL' GARAGE MAIN FLOOR RIO SCALE: 1/4" =ILO" LE SCALE: I/4" = ILO" AL-y T EEVAT1ON P.T. 2X4 @ 12" O.C. OVER P.T. 2X6 ®18" O.G. (4' -6" LONG) • • • • ---6" LAP SIDING COMPOSITION SHINGLES -- — CONTINUOUS GUTTER OVER 2x8 FASCIA BOARD • 2x10 TRIM I ' IUIU T ELEVATION 1x4 TRIM OVER Mr_O. PLYWOOD IS" WIDE SHUTTERS S. 2x8 DOOR TRIM 12 ■I■ 2x10 TRIM 1111111111A11I14i 1III11111I1111111►r I111INIII111IIIII! IMMI�MMI�MM.. U SS�I I. ■ 2x10 TRIM 12 • 4 °4° SKYLIGHT IN/ LAM. GLASS 2 SKYLIGHT W/ LAM. GLASS ----- -2x4 CORNER TRIM --- 6" EXPOSED LAP SIDING TYP. —6" EXPOSED LAP SIDING TYP. UPPER 9- 1 M.D.O. PANEL SHINGLE STYLE SIDING TYR INDOW SEAT' SOT. OF 6x8 CORBELS 48" D.G. 2x10 TRIM 2x4 FLAT OVER 2x8 DOOR TRIM 2x4 DOOR TRIM 6" EXPOSED LAP SIDING TYP. L IGHTWEIGHT GAP STONE 2x10 TRIM BAND /" 41. hih. .�� ir� � j 411111111111 ;111111 I1111 I . r A ,,111111111111 '� ;■,.' 1A11111 .r .11111111111111 w..rl.lrr.rr I I 111111111111111 ► . 111111111111111111, I -i� i� ■ 1111111 1� 1111111114. 1111111111111111111111111h, 2x10 TRIM •1111A1111111111111111 ■11111 �11I11AI1111I1111111111 111111111111111111111111111 111111I111IIU11I11II ,lIIIL■IIIuI■ I uII IuI ■I11111111111IIII11I11111IIR 11111I11111111A11f/ 11111111111111. 1111111I1111i1{ AI1.; 11N1111f11111I111111111f11I11111It11 rr/ r. wr. llsw. wr. w/ 4. rtw�.r.wrr.rr wilr.rrrr.lA.�rlr.wrtY� M. Arr111..rrrar.irF1111 r ....wiw... . � 111111I111 I �1111111111I1 .1111I111Iti1111I A111111111111111111111111111111 U. MIN 1■.111Ir' ∎I ■11" 1 _rrr1 1. "." 1 1 N """11MIT I= 1=li� 1x4 TRIM OVER 2x12 BARGE 1x4 TRIM OVER M.P.O. PLYWOOD CONTINUOUS GU"i (kR OVER 2x8 FASCIA BOARD 2x8 TRIM 8x8 BUILT -UP P.T. POSTS IN/ 1x4 TRIM AROUND TOP AND BOTTOM RONT ELEVATION SCALE: I /4" = P-0" ELEVATION NOTES: VERIFY SI ILAR WALL NAILING $ HOLDOWNS PER PLAN $ SCHEDULE PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.G. CHAPTER 10. S. CAULK ALL EXTERIOR JOINTS $ PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER. I.R.G. R105.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. RQO3.2 4 RgO3.2.1. 6. PROVIDE WEATHERSTRIPPING AT ALL EXTERIOR $ GARAGE- INTERIOR DOORS. 7. PROVIDE CONTINUOUS GUTTERS $ DOWNSPOUTS ® ALL EAVES, TYP. 8. SEE SHEET I FOR ADDITIONAL NOTES, 1x4 TRIM OVER 2x12 BARGE LINE OF INTERIOR VAULT 4:12 It 0) DINING 2x4 WINDOW TRIM ---- -- TYP. @ SIDES 4 REAR. 2x4 FLAT OVER 2x4 WINDOW TRIM MAIN FLOOR SCALE: 1/4" = I 12 2x10 TRIM • 12 REAR ELFVATION • 2x10 TRIM REVIEWED FOR CODE APPROVO SAY 821 Tu�ila COI DTS10 B 1014 S.G. 0`/26/07 -7:1 6 r '" Tar • 4 .' ' , ` (".".1.'---a-1 _t r; •y p, 42, RC Jas, fE. ® PORCH LIGHTWEIGHT STONE VENEER (COBBLEFIELD) LINE OF INTERIOR VAULT 4d2 CITYOF�TYK�WILA CORRECTION MAY 0790p7 LTR# Z PERMITCENTER 4 1204.4)2 , t Wr rF � ° o a W¢ "Lu ono- U ? �VO 2 w a o , N2er t/1pl�z arn � w � v lz - F.- - z m <2_ci h vv z LLIO m0 I I'fq 0 re Ernow ywi-tr 0 UWi° -W j fl O ww_ lr zh rO O U �Q ¢ � N 1 -- 111 v I V O � O v'1 ,„„c w1` 'So< : } Q'U W�f- � <O< LLlaw U w I U 1< Cion n U c lb > - U g c o $o Fuu,N cu W Nc W �p U cu a ' o J 41Z44 4› : 1141 o t u7 I- 0 I a- cni 4:0 „ N z DESIGNED BY: DATE: TOG 2000 DRAWN BY: DATE: GRD 6/21/00 REVISED BY: DATE: M 5/26/03- BLH Q /11/06 LATERAL BY DATE: R$ A 1/29/04 LATERAL JOB NUMBER: 04 - 87'7 ANW JOB NUMBER: 060175 COMPOSITION SHINGLES OVER ISIb FELT OVER TRUSSES 1/2" GDX OR O-S_B. OVER 2x6 STUDS 16" O.G. W/ R -21 INSULATION TYP. U.N -O- FINISH PER ELEVATION — OVER 151b FELT OVER OVER 1/2" GDX OR 0.S.B. • 11 1 to— • W • • :� ►ir r r r r� r yr r r r r �r 2 r i i i 1 i 1 i /i 1 i 1i 1 i /i /iii 1 ! ' ; ; 1 %i! i • i! i!i!i! i! i • i! i! i!i! i!i! ` I ! i!►!i! iii! i! i! i! i! i!i! i!i! i!� i e!i!�! i! j `i le R -38 INSULATION TYP. l @ V AULTED CEILINGS A TT I 1� ` ii ; ti • rrrr r It rrrr : 1rr r rrrt I?W' trtr •tr••r iM'? ►. _ . i _ _ - .. .G� . G� � . �� .. G .... i _ �1 R -38 INSULATION ;;; TYP. @ FLAT CEILINGS '�� it .�r itt . rtlr r rrr • . Iltr •111 ♦111 IIt1 ♦tlt ♦111 ♦111 It ♦t ♦rrr r ♦t1 1r1 ,�. ••• NI . 14.. ,: •�>,.! : _ U .���.:_ i ___ _ ! _ _ _ : ♦ r _ _ _ _ A : r . _ _ _ .1 _ _ _ � 1 :i__•_! i___•! 1 :r _ _ _ � ♦ i ��•�� : £ _ _ _ _ r : r _ _ _ .: : NZAWA s..:..c l! I .! �� .:t -� I ®•.. ral I .T — 1/2" G.W.S. - TYP. MSTRR 5 r3RM NOOK Y. /e BEAM PER PLAN BEPRM 2 L 7 L 3/4" T. $ G. PLYWOOD OVER 2x10 FLOOR JOIS W/ R -30 INSULATION )\I N EL,RM S it �! �! �! � !�!�!�!�!�!�!�!�!�!�!�!�!�!�!11 �• �i�• �i�• �i�i�• �• �• �i�• �• �• �• �• �i�• 21 �y!•!•!•!•!•!• y!• y!• y!•!•!• y!•!•!• y!•!•!•! ���• �• �• �• �••• �• �• �y• yy• yi••••• ii 21t•!•!•!• 4!•!•!•!•!•!•! i!•!•!•!•l l��•!• !►!•••!•!Ji!�!�!�!�!�!�•i!�!� ��t 1�..�, 1t ► 1 ► ORAN]. SWAGE _ J I l , 5/8" TYPE 'X' G.W.B. TYP. @ GARAGE 12 BONUS S -GAR GARAGE 5/4" T. $ G. PLYWOOD OVER 2x10 FLOOR JOISTS IN/ R -30 INSULATION " • BEAM PER PLAN -L • U Ni f jinn kis, \ @ UPPER MAIN FLOOR SCALE: I/4" = 1' -0" %i .< / 5ULNG SEGTQN '5' SCALE: 1/4" = I -0" MANUFAO1'JERD TRUSSES @ 24" 0.C. 12 _ ATTIC E3EL2RM 2 LINE OF ROOF. @. DININi3 LINE OF } ALL 1. • '@ DINING • I LINE. OF CEILINGr @ DINING - • LIVING . FAMILY 3/4" T. 4 PLY1^10017- . OVER 2x10 FLOOR JOISTS W/ R -30 INSULATION ' OP •: r'• Obi • nraprommumwomuarimmarmarionnmorimip:m c:. r.• ���.... �w- ������www�wwwwww�ww���1,. +• _ 11t1• ,ITT I G 1i %4sa %iii% ••! 41i •i•.•!• MAINICEENi I� �•j rr; =Rai i brit" ; � ••• � r .,��rtj5 � �rf' 627/ ��•�►[ �1� •jii { ��• : •r �� r � �•�• r [�� • � • � il�... ► ►IIt...� ►�t...J ► ►► ► � .. ..►► `... ,►�t...� ►It.�d ►�...� ►L.. ►�t�...� ►�t�...� ►�.r,� ►1 SUBFLOOR f3? @ MAIN EUILLINO SE 'A' 4 0 4 ° SK'1'L I G'HT 1 LAM. GLASS POSTS $ BEAMS PER PLAN f � 44t 4• G . 4" GONG. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS LINE OF CONTINUOUS FOOTING CONC. STEM WALL PER PLAN `1 / 2 6 / 0 -, R -38 INSULATION TYP. @ CEILING FL @ LIVING MAIN FLOOR f . @ UPPER SUBFLOOR fa. @ GARAGE 2x6 STUDS 16" O.G. MAIN FLOOR (2)2x6 HF2 STUDS 12" 0.G. W/ (5) 2x6 HF2 @ IS' H. LIVING ROOM WALL ONLY (R--21 INSUL. TYPICAL) O CODE REVIEWED FOR AP PROVED MAY 1 8 2007 B ROM DIVJcION RECEIVED CITY OFTUKWILA MAR 2 9 797 PERMITCE T�FR - .in- 5046 _ GISTERED .fRC ITECT PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSIO FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN, THE PROPERTY OF ARCHITECTS NORTHWEST, INC. R1 I I ATUKWILA GORR. LETTER 317/07 LASS [POQLn DESIGNED BY: DATE: TGG 2000 DRAWN BY: DATE: ORD 6/21/00 REVISED BY: DATE: MJH 8/26/05 BLH 9/II/06 LATERAL BY: DATE: R4A 9/7 /06 LATERAL JOB NUMBER: 04 -577 ANW JOB NUMBER: 060774 COMPOSITION SHINGLES OVER ISIb FELT OVER TRUSSES 1/2" GDX OR O-S_B. OVER 2x6 STUDS 16" O.G. W/ R -21 INSULATION TYP. U.N -O- FINISH PER ELEVATION — OVER 151b FELT OVER OVER 1/2" GDX OR 0.S.B. • 11 1 to— • W • • :� ►ir r r r r� r yr r r r r �r 2 r i i i 1 i 1 i /i 1 i 1i 1 i /i /iii 1 ! ' ; ; 1 %i! i • i! i!i!i! i! i • i! i! i!i! i!i! ` I ! i!►!i! iii! i! i! i! i! i!i! i!i! i!� i e!i!�! i! j `i le R -38 INSULATION TYP. l @ V AULTED CEILINGS A TT I 1� ` ii ; ti • rrrr r It rrrr : 1rr r rrrt I?W' trtr •tr••r iM'? ►. _ . i _ _ - .. .G� . G� � . �� .. G .... i _ �1 R -38 INSULATION ;;; TYP. @ FLAT CEILINGS '�� it .�r itt . rtlr r rrr • . Iltr •111 ♦111 IIt1 ♦tlt ♦111 ♦111 It ♦t ♦rrr r ♦t1 1r1 ,�. ••• NI . 14.. ,: •�>,.! : _ U .���.:_ i ___ _ ! _ _ _ : ♦ r _ _ _ _ A : r . _ _ _ .1 _ _ _ � 1 :i__•_! i___•! 1 :r _ _ _ � ♦ i ��•�� : £ _ _ _ _ r : r _ _ _ .: : NZAWA s..:..c l! I .! �� .:t -� I ®•.. ral I .T — 1/2" G.W.S. - TYP. MSTRR 5 r3RM NOOK Y. /e BEAM PER PLAN BEPRM 2 L 7 L 3/4" T. $ G. PLYWOOD OVER 2x10 FLOOR JOIS W/ R -30 INSULATION )\I N EL,RM S it �! �! �! � !�!�!�!�!�!�!�!�!�!�!�!�!�!�!11 �• �i�• �i�• �i�i�• �• �• �i�• �• �• �• �• �i�• 21 �y!•!•!•!•!•!• y!• y!• y!•!•!• y!•!•!• y!•!•!•! ���• �• �• �• �••• �• �• �y• yy• yi••••• ii 21t•!•!•!• 4!•!•!•!•!•!•! i!•!•!•!•l l��•!• !►!•••!•!Ji!�!�!�!�!�!�•i!�!� ��t 1�..�, 1t ► 1 ► ORAN]. SWAGE _ J I l , 5/8" TYPE 'X' G.W.B. TYP. @ GARAGE 12 BONUS S -GAR GARAGE 5/4" T. $ G. PLYWOOD OVER 2x10 FLOOR JOISTS IN/ R -30 INSULATION " • BEAM PER PLAN -L • U Ni f jinn kis, \ @ UPPER MAIN FLOOR SCALE: I/4" = 1' -0" %i .< / 5ULNG SEGTQN '5' SCALE: 1/4" = I -0" MANUFAO1'JERD TRUSSES @ 24" 0.C. 12 _ ATTIC E3EL2RM 2 LINE OF ROOF. @. DININi3 LINE OF } ALL 1. • '@ DINING • I LINE. OF CEILINGr @ DINING - • LIVING . FAMILY 3/4" T. 4 PLY1^10017- . OVER 2x10 FLOOR JOISTS W/ R -30 INSULATION ' OP •: r'• Obi • nraprommumwomuarimmarmarionnmorimip:m c:. r.• ���.... �w- ������www�wwwwww�ww���1,. +• _ 11t1• ,ITT I G 1i %4sa %iii% ••! 41i •i•.•!• MAINICEENi I� �•j rr; =Rai i brit" ; � ••• � r .,��rtj5 � �rf' 627/ ��•�►[ �1� •jii { ��• : •r �� r � �•�• r [�� • � • � il�... ► ►IIt...� ►�t...J ► ►► ► � .. ..►► `... ,►�t...� ►It.�d ►�...� ►L.. ►�t�...� ►�t�...� ►�.r,� ►1 SUBFLOOR f3? @ MAIN EUILLINO SE 'A' 4 0 4 ° SK'1'L I G'HT 1 LAM. GLASS POSTS $ BEAMS PER PLAN f � 44t 4• G . 4" GONG. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS LINE OF CONTINUOUS FOOTING CONC. STEM WALL PER PLAN `1 / 2 6 / 0 -, R -38 INSULATION TYP. @ CEILING FL @ LIVING MAIN FLOOR f . @ UPPER SUBFLOOR fa. @ GARAGE 2x6 STUDS 16" O.G. MAIN FLOOR (2)2x6 HF2 STUDS 12" 0.G. W/ (5) 2x6 HF2 @ IS' H. LIVING ROOM WALL ONLY (R--21 INSUL. TYPICAL) O CODE REVIEWED FOR AP PROVED MAY 1 8 2007 B ROM DIVJcION RECEIVED CITY OFTUKWILA MAR 2 9 797 PERMITCE T�FR