The URL can be used to link to this page

Home My WebLink AboutPermit D11-051 - FIRST SAVINGS BANK - NEW HOUSEFIRST SAVINGS BANK NW HOUSE 3411 S 140 ST Di 1-051 City otkukwila • 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 DEVELOPMENT PERMIT Parcel No.: 1523049310 Address: 3411 S 140 ST TUKW Suite No: Project Name: FIRST SAVINGS BANK NW - HOUSE Permit Number: D11 -051 Issue Date: 03/07/2011 Permit Expires On: 09/03/2011 Owner: Name: HANSEL CONSTRUCTION INC Address: 16234 15TH AVE SW , BURIEN WA 98166 Contact Person: Name: SANDI KLEIST Address: 622 S 320 ST , FEDERAL WAY WA 98003 Contractor: Name: RANDEL CONSTRUCTION LLC Address: 4677 STONEHILL LN , OLALLA WA 98359 Contractor License No: RANDECL903LJ Phone: 253 - 332 -2342 Phone: 253 509 -9027 Expiration Date: 06/11/2012 DESCRIPTION OF WORK: REISSUE OF EXPIRED PERMIT D08 -023. CONSTRUCTION OF A NEW 1,933 SQUARE FOOT SINGLE FAMILY RESIDENCE, 390 SQ FT ATTACHED GARAGE AND 20 SQ FT COVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, AND UNDERGROUNDING OF POWER. WATER DIST. 125 & VALLEY VIEW SEWER DIST. Value of Construction: $235,666.17 Fees Collected: $1,301.45 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: V -B Occupancy per IBC: 22 Electrical Service Provided by: * *continued on next page ** doc: IBC -7/10 D11-051 Printed: 03 -07 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read an governing this work will be compli N N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non - Profit: N Public: ned this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not p construction or the p ance of work to this permit. e to give authority to violate or cancel the provisions of any other state or local laws regulating a 'zed to sign and obtain this development permit and agree to the conditions attached Date: 3/7/ l I Signature: Print Name: 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. doc: IBC -7/10 011 -051 Printed: 03 -07 -2011 7: All wood to remain in placed concrete she treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 12: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 13: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 14: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 18: ** *FIRE DEPARTMENT CONDITIONS * ** 19: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 20: 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) 21: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 22: 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) 23: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 24: Maximum grade for all projects is 15 %. 25: In combustible construction, fire blocking and draftstopping shall be installed to cut off all concealed draft openings (both vertical and horizontal). (IBC 717.1) (IBC 717.2.2(a,b) 26: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 27: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) doc: IBC -7/10 D11 -051 Printed: 03 -07 -2011 29: To schedule all construction fire- related ' ections send an e-mail to fireinsprequest @ • kwila.wa.us. Include your name, telephone number, permit number, pct name and address and type of inspection ested. 30: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 31: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 32: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 33: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 34: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 35: Any material spilled onto any street shall be cleaned up immediately. 36: 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. 37: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 38: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. doc: IBC -7/10 D11-051 Printed: 03 -07 -2011 CITY OF TUKA Community Develarient Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httc://www.ci.tukwila.wa.us ,Building Pe. No. l i i-- O S I • Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) 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 ** SITE LOCATION Site Address: 0")-k VA 0 Si Tenant Name: King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: ❑ Yes .. No 0 Property Owners Name: Mailing Address: City State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: cN-1-..AL-Z KNO U4" Mailing Address: tielaa• S , 3 S' - E -Mail Address: cxt.41L e, Pn vvrl C Day Telephone: kra' VI,-City State Zip Fax Number: (95?-4 2 D - 3 - GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: ARCHITECT OF RECORD - All plans must be stamped by Architect of Record Company Name: ^� Mailing Address: k Oa. S. D,9 "\ -.0\N C�a City State Zip Contact Person: Day Telephone: °Dal - c3 )% E -Mail Address: Fax Number: a- ?y - -31 13 ENGINEER OF RECORD - All plans must be stamped by Engineer of Record Company Name: R\" C 1 C:),2‹,(1.11-,-.. Mailing Address:31 -%O & City State Zip Contact PersonZa-tvA17, � _ Day Telephone: - 334 Lo l q E -Mail Address: vy S ©� r ' Srkk, CJ Vl \ C +Fax Number:__ L s gba- - H:\Applications\Porms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 1 of 6 BUILDING PERMIT INFORMATION — 206- 431 -3670 Valuation of Project (contractor's bid price): $ `D ( t Existing EGilding Valuation: $ 0-00 0 Scope of Work (please provide detailed information): -9 Will there be new rack storage? ❑ ....Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): (ORM a Floor area of principal dwelling: (l 3'3 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. L/ Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Compact: Handicap: ❑ No If "yes ", explain: None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes ', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Sdfety 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. H:Wpplications\Forms- Applications On Line12010 Applications17 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor f 2 "a Floor 1,60i( 3rd Floor Floors thru (`133 Basement Accessory Structure* Attached Garage 39D Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck ao 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): (ORM a Floor area of principal dwelling: (l 3'3 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. L/ Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Compact: Handicap: ❑ No If "yes ", explain: None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If "yes ', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Sdfety 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. H:Wpplications\Forms- Applications On Line12010 Applications17 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 PUBLIC WORKS PERMIT INFOATION - 206 - 433 -0179 1 Scope of Work (please provide detailed information): CU`1c4(V -QA. "-( cots (1' Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila .Water District #125 . Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design appr ed by King County Health Department. ❑ ... Highline ..Valley View . D... Renton ..Sewer Availability Provided ❑... Renton ❑... Seattl Submitted with Application (mark boxes which apply): ,] .. Civil Plans (Maximum Paper Size — 22" x 34 ") El.. Technical Information Report (Storm Drainage) ❑... Geotechnical Rep ❑ .. Traffic Impact Analysis VI .. Bond `N... Insurance 0... Easement(s) 0... Maintenance A eement(s) ❑ .. Hold Harmless — (SAO) ID.. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ .. Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - No Disturbance .. Construction/Excavation/Fill - Right -of -way ❑ Non Right -of -way X] .. Total Cut Di.. Total Fill cubic yards .ib cubic yards Sanitary Side Sewer .. ▪ Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domesti t ater N/ A ❑ ... Righ of -way Use - Profit for less than 72 hours 0... R. t -of -way Use — Potential Disturbance 0... Work in Flood Zone ❑ ... Storm Drainage ❑... Aban on Septic Tank ❑... C i Cut ❑. ' avement Cut ... Looped Fire Line ❑ .. Permanent Water Meter S' ❑ .. Temporary Water Me • Size . ❑ .. Water Only Meter ize ❑ .. Sewer Main E ension Public ❑ .. Water Main Extension Public 9. WO # WO # WO # Private Private O ... Grease Interceptor ❑... Channelization :El... Trench Excavation O ... Utility Undergrounding ❑ .. Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City Water Meter Refund/Billing: Name: Mailing Address: State Zip Day Telephone: City State Zip H:Wpplications\Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 3 of 6 PERMIT APPLICATION NOTES — likable to all permits in this application • Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. A BUILDING OWN °• O' AUTHORIZE ► e • j Signature: �� - � �$' Date: 014 Print Name: Mailing Address: Day Telephone: 33a-- e)-3V.a. City V State Zip Date Application Accepted: 3— I I Date Application Expires: Staff Initials: H_\Applications \Forms - Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 6 of 6 Cil!, 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 SET RECEIPT RECEIPT NO: R11 -00381 Initials: Payment Date: 03/01/2011 User ID: 1655 Total Payment: 2,512.15 Payee: SANDI KLEIST SET ID: 030111 SET NAME: FIRST SAVINGS BANK NW SET TRANSACTIONS: Set Member Amount D11 -051 D11 -052 TOTAL: 1,301.45 1,210.70 1,301.45 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 2,512.15 TOTAL: 2,512.15 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 2,503.15 640.237.114 9.00 TOTAL: 2,512.15 INSPECTS O. INSPECTION RECORD Retain a copy with permit: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 r, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 PERMIT NO. : Pro'ec. v 4- ✓� i Type of n,pe(ti,is « � . t.„ 4( Aress: 1'M -..1.kt S• 1c0 "Sr Date Called: I Special Instructions: owvs P Date Wanted: i -- (5- a m. p. m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 7 COMMENTS: MA &nr r e -ir'o4 AJ 1 7 of &tr.74,.1p( Inspector: Date:f --(.9 -( ri REINSPEETION FEE REQUIRED. \Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • •-4 ' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY, OF TUKWILA BUILDING DIVISION 6300 Southcent"gr Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 — ( Projegr _ , I —..5Ati.,,i‘is &-rtk Type of Inspection: -F;AJA-L gu. L1:44) Address: 714 3-4/ 1 S. 1-1 0 -s-r- Date Called: Special Instructions: W _tit/ v aeou-st Date Wanted -4: a.m. (( Requester: Phone No - 1 -2342_ EiApproved per applicable codes. Corrections required prior to approval...et' COMMENTS: --T1 Q.__ k Adotkx, • e-TD IA (--0 (,)j A 14 Th Insp ctor: ( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. •-■ Date4...._ (SP INSPECTION RECORD Retain a copy with permit INSPECTION NO. • PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 4 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Probe : l ' 5,kQ.1Ae I fl 4n1C Type of Inspection: Pre.- 60^ Address:] 3-111 s • (40 Date Called: ALL_ Frk� Special Instructions: 0 1 woo (0- 0' ]off -02.3 i Date Wanted 3 y 2.3 ^ 1/ Requester: PhPhone 53 -332- 23^T �/ 2- Approved per applicable codes. orrections required prior to approval. COMMENTS: ik e_Q A 6 At ter i e$ (cam k{ t s al a k ` i ,O.e.) ?.c-1 r 5 _. y.p e_& ry !4 1 T 1, .1 A' ?J- . M A K e 5,)/e e /11 A li∎`7,1i•e( J--1. f (P._- r- R... -_ s,,_ dmot% M'-�_ =•r'6 'ilki p"=i+w sm-tl RA /l o f A,`L TA , 4-4) k v , ti,, A„ to :o -A../ (--.1...-7,./ "e..- ---r, `�" i ' IC - , 6 A 1 -' T (,..1 v sp _ke p.A e , .) A Akr-Ari _ . OreA r--: Fe (----- A A (p eA Ai 111- () r P /q? Date It n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 • • •INSPECTION RECORD Retain a copy with permit 1/ -os INSPECTION NO. PERMIT NO. ' CITY OF TUKWILA BUILDING DIVISION' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 (4 • Project: ,L7,4)4•7".5AU/et/ S Type of Inspection: • i Pei ¢ — 'd 'raV177 e Address: . _;'1C,/ -S / y d a 7-- Date Called: Spetial Instructions :. Date Wanted: ' . ..3 — /p— 11 a. m.' Requester: ' Phone No: ra2..5',/S - ...733 -223 Approved per a,plicable codes. Corrections required prior to.approval. COMMENTS: • 3 t7 )A e I- w-cr r i471( — -e D eAXN$- Ins rfec tor: Date3 REINSPECTION FEE REQU {RED. Prior to next inspection, fee must be • paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • F, • INSPECTION RECORD Detain a copy with permit INSPECTION NO. CITY OF JFUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 PERMIT NO. Project: 1 A. ti , - Typ of Inspection: 'VW rtr^a 1 Address: • 31411 S 1440 S4- Date Called- 3!x31(I Special Instructions: • Date Wanted- _ a.m. 3 123 j I p.m. Requester: Phone No: 2s-2) -332 -- 2-3g2- ry Approved per applicable codes. • D Corrections required prior to approval. COMMENTS: — '' ('GYiclefC D(rrt/ d _ Ii#14 -tifief ¢' " .5+0140(OL(JS. FtflAkal . w Ft h:k (e el Fl ti( t� rjrzetied t Inspector: (Date: 3r'3f [ 1 REINSPECTION -FEE REQUIRED. Prior to next inspection. fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule•reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit .0/1- or/ / -bZ3 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 \q- Project: C copcR Oe vo 'opine 4 it Type of Inspection: F:' 1 Address: 3L)/// $ Suite #: Pip s %' Contact Person: Sli.n AG Special Instructions: Phone No.: ;f3- 332 - 23,1Z-- Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: /7/41 Jjj Hrs.: / Sprinklers: . Fire Alarm: • 0 .J •i9 /A eie. 1 if70it i Hood: & Duct: 1 i e3ft>i, L4.'1 .1. a& 12 G, i >IL ' V . Permits: • ,' • Occupancy Type: - t Needs Shift Inspection: Date: /7/41 Jjj Hrs.: / Sprinklers: . Fire Alarm: • Hood: & Duct: 1 Monitor: `.) _ Pre -Fire: . Permits: • ,' • Occupancy Type: Inspector: FM5; Date: /7/41 Jjj Hrs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from 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 PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DCD Approved By:, auto Cove Date: REVISIONS No changes shall be made to the scope of work without prior approval of NOTE T la Building Division. NOTE and may include add ion l new 1 plan review fees. SEPARATE PERMIT REQUIRED FRIG 'Machardcel ertlecsical DioPiumbine C3lgas Piping City of Tukwila BUILDING DIVISION, FILE COPY - Plan review approval is subject to errors and off. proval of construction constmctkm documents does not authorize the v olstion of any adopted code or wham. Receipt By ka, ft Q:0,5 Date ,:.3) 11 City Of Tkikavila BUILDING DIVISION MODIFY THIS DETAIL TO MAKE DRYWELL DIAMETER = T.S FEET.' THIS SIZE YIELDS ALLOWABLE IMPERVIOUS AREA OF 3,000 S.F./LOT, NOT INCLUDING ACCESS DRIVE (90 C.F. /1000 S.F. OF IMPERVIOUS. X 3.0 =270 C.F. TOTAL PER DRTWELL) DEPTH = 6 FEET. COVER SHEET AND SITE PLAN Cooper Development Site Address: Parcel Number: Project Description: Vicinity Map: 3411 S. 140th St., Tukwila WA 98168 152 304 9310 (Lot 2) Building new single - family residence Index to Drawings: Cover Sheet & Site Plan Notes & Specifications Foundation Framing Plan & Main Floor Plan Upper Floor Framing Plan & Upper Floor Plan Section A & Roof Framing Plan Elevations (Left, Right, Rear & Front) Elevation Option (Right & Left) Shear Wall Schedule & Key Plan Structural Details Building Area: Main Floor Upper Floor Total Finished Garage 925 sqft 1008 sqft 1933 sqft 390 sqft Dll*-05 I Page A Page 1/5 Page 2/5 Page 3/5 Page 4/5 Page 5/5 Page 5C/5 Page S1/3 Page S2/3 & S3 /RECEIVEP REVIEWED FOR CODE COMP1JANCE mAR07 2011 City ofTula* BUILDING DIVISION COARECTION VTR. ___L--- MAR 01 2011 PERMIT CENTEF GENERAL NOTES BUILDING CODS( 1006 NTERHATINAL BLDG CODE (18c4 AND BY REFERENCE 21038 APPLICABLE 11E 2006 141861ATILNN. RESIDEDAL CARE EMIR ATTENDED B7 LOCAI. 1R6DICRCN. ROOF LIVE LOAD • 25 NSF (SNOW) ROOF DEAD LOAD • 5 PEP FLOOR LIVE LOAD • 40 P60 (REDUCIBLE) FLOOR DEAD LOAD • 15 P8F WIND LOAD - BB .21114 WIND SPEED, EXPOSURE 'C' SOIL SITE CLASS 'D• CONSTRUCTION TYPE. V OCCUPANCY GROUP: R -3 DESIGN CRITERIA TABLE R3612(1) 4863D 00 6E156IC SUBJECT TO DAMAGE FRO'1 =ER I L� FLOOD AIR 054N .GLAD (ePN G'AIFL6ORf WEA1IFRQ1 - FACTQR 1ER1RE sewer TBP. 032 HAZAIDB FROWNS TEMP 12-30 R-15 8-15 5.10 R -30 8 -10 SLIT- 61,6142 26 NO 10041. LOCAL 50 50 30 O OW2 1100 5 MOD 040 058 _5 020 QO 8.30 8 -21 CONTRACTOR 614614.. VERFT ALL NOTES, D01EN810 10 4 CONDITIONS PRIOR TO CONSTRUCTION. R 16 THE CCNTRACTOR'6 RE3PO4910LI1Y TO (DFNTOY ALL 0.6681045 A4/OR DISCREPANCIES TO THE AR6UTECT PRIOR TO PR2CE10D1 WITH cox 563001045 TAKE P400063D 0•ER SCALED 0843566 DEFERRED SUBMITTAL ITB'15 THE FOLLOWING I6 A LIST OF REM5 THAT ARE 1402 PCIUDED N 1116 PLAN AND SHOULD BE PROVIDED BY TIE BUILDER AT TIME OF APPLICATI01 FOR PERM OR AS A DEFERRED SUBMITTAL net - ALTERNATIVE I- JOIST/BEAM M/YlOACTURER PLAINS. MA/1FAG1URED TR465 DESIGNS AND LAYOUTS - 64VAG SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (0 REQUIRED) SITE WORK UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 15 PROVIDED, P03404T101 DESIGN IS B48ED ON AN 450151ED AVERAGE SOIL BEARING OF 1500 0(20. EXTERIOR FOOTINGS SHALL BEAR 18' (512411151) BELOW FNI814ED GRADE ALL FOOTINGS TO BEAR 04 FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. 614004LL TO BE THOROUGHLT COMPACTED. BOLT HEADS AND NITS BEARING AGAINST WOOD TO BE PROVIDED WI144 I/4,,383' PLATE WASHERS STOOD BEARING ON OR INSTALLED WITHIN P OF MA90 183' OR CONCRETE TO BE PRESSURE TREATED 52114 AN APPROVED PRESERVATIVE FOUNDATION SILL BOLTS TO BE 5/8• DIAMETER AT 6' -0' 0.4 UNO. WITH MIL 1' EMBEDMENT FETAL 1RN1NG CONEGTORB TO BE 4198000111380 5Y 81'020N 811200 -TE GRIEF 81881114 U, CMEECTORB CONCRETE 135E OR LOCATK78 OF COIOETE COLSTRICTIW 4365541 CQ'P1E86IVE STREWN (Rd AT 25 DAT5 MODERATE WATERING POTE4ML 5ASET341 GALA FO4OA1101 4 014ER COIGETE NOT EXPOSED TO TIE IEATIE2 2500 pa BASEMENT BLABS 4 MEMOIR SLAB 424 GRADE 90EPT GARAGE RAOR BRIE PIO BASEMENT CELLO. FO2DATIOI GALLS, EXTERIOR WALLS 4 OTHER EXPOSED 404TIRNCCOMETE 6ORC TO TE 68A14BR entrained H- R) ;40 D PORDES, CARPpW SLABS 4 STEPS EXPOSED TO SE 48411043 411484(0 FLOOR SLAB WOO pal (6 a6 clad V- R) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON 6 ILDINGG 47T00.6AL 88114008801446 STEEL TO COMPLY WITH A8TM E 60. CARPENTRY � NAILING TO COMPLY WITH REQUIREMENTS OF 1RG TABLE 86023W 67•5161 GALL BOARD AT MERGE 6L4LLS TO BE FA-STEED ACAED66 TO TABLE 810235 ALL WOOD N CONTACT WITH =CRETE 7013E BEMIRE TREATED. RE1D CUT 9684620524 AND CREED HOLES OF PRESSURE TREATED UMBER SHALL BE RETREATED 54 TIE FIELD N ACCORDANCE 9134 PUPA M4. PER SIC 3E3. FAST5ERS FOR P405111RE PRESERVATIVE AID FIE RETARDANT TREATED WOOD 614,81,. BE CF 162 -0(SED GALVANIZED 6TEF3., STAINLESS STEEL RCM BROOD: OR COFFER 6' MN. CLEARANCE BETWEEN WOOD AND 6488124. Q' MIL CLEARANCE BE1ILEEN FLOOR BEAMS AND EARTH IBM 1161 CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENER?. AM NAILS WAD 01 66S PLAN 8441.1¢ 04110 OR GALVANIZED BED( MESS NO® 011E 8521 CF TIE DIAMETER AID .134011 USED BEM OR AS PER APPENDIX L CF TIE NATI04AL DEIGN 6PECFIJITIC4 FOR TOGO 00101881011165) 661 CC611•N (0132 D1A, 2 -0' .8401144 521 BOX (0J1.3' DIA 2 4R' LO•G., ION COMM (0346' DL4, 3' LONG) 10d'BOX (028' DIA. 3' U501141164 CQ1I014 (0)62' DIA 3 -I5.' LONG.. I6d BIKER (0148 CAA 3-1/40 LUNG) 561 COOLER (0086' DIA. 1-5/3' LONG 1, 6.1 COOLER (0092' CIA. 1-15' 106) LIMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE 5515752814 PRODUCTS ASSOCIATION OR 174E LLE8T COST LUMBER 248PECT1ON BUREAU. ALL 8410 LUMBER SHALL BE STAMPED WI714 111E GRADE MARK OF AN APPROVED LEA1BER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN 211NIM151 PROPERTIES, X101830. IIIOOD TYPE: 2X4 2X6 OR LARGER FE 4 - RG•S19 pal. PV•B0 pH, Fc•1300 pal. E•D00000pe1 /F 9 - Fb•915 pal, FV•50 pH. Fc4300 pal, E•13000.2108.I SEA[] 4X 68 OR LARGER OF-1 8 - Rb•S00 pal, FV•le0 pal. Fc•1350 pal, E•16006/00pal DF -L 11 - Fb•4315 pal, Fv10 pal, Fc •600 pal, E•1300000pa1 DT III 12 - 00.815 pal, Pv150 pal, Fc•1300 pal, E•000000p•l 10 4 - Fb•915 pal, Fv.50 psi, 10•1300 pa. E•800000pel 2X4 2X6 OR LARGER POBTB eF Z - Fb4815 pal, 0 .BO pal, Fc•1300 pal, E•1.300000p41 IF 11 - 1.12•313 pal, Fs,. 00 pH, Fc•1300 pal, E•1300000pe1 DF -1 '1 - Fb4000 pal, F•l0 pal, 16•1000 pal E•1600000p81 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED - LAMINATED BEAM (GCB) 514ALL BE 24P -V4 FOR 86101E SPANS 1 241 -V5 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES. Flo • 2,400 P66. Fv • 165 1181, Fc • 650 PSI (PERPENDICULAR), E • 1000,000 1'81. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SMALL SUBMIT 814011 DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL DESIGN, FABRICATION AND ERE0TI04 N ACCORDANCE 113714 THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS •P8L• SHALL HAVE THE MINIMUM PROPERTIES. FN0 • 2,900 PSI, Fv • 290 PSI, Fc • 150 1181 (PERPENDICULAR), E • 24300 ,000 P51. BEAMS DESIGNATED AS 'LVL' 514ALL HAVE THE MINIMUM PROPERTIES, FM, • 2.600 P81, Fv • 285. PSI, Fc • 150 581 /PERPENDICULAR/, E • .9005 • P61. BEAMS DESIGNATED AS 118L• SHALL HAVE THE MINIMUM PROPERTIES, -�i .4100 P$. 0... • 400 ,Z51, Ec• 65@ pb3(P. RPENDICUI,4R), E e 1900 ,000 -.- CALCULAT045 SHALL INCLUDE DEFLECTION AND CAMBER 880.11REMENTB. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. WINDOW INSTALLATION 6061)015 SHALL BE INSTALLED 4D FNSID 14 ACCORDANCE ON TIE MANFACTUERB = MEI INSTALLATION WTR1GT1041 651181 INSTALLATION N1TRLTOD SMALL BE 050.40ED ST THE 11414FACTURER FOR EACH 10000 CARPENTRY (CONTINUED) PREFABRICATED WOOD TRI155E5: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND 6 FERPF00ED-DEAD L'OADE AS BTATED'N 111065451841,40155 ' TRISBE5 WALL BE DE50E0 4 DAPPED BY A REGISTERED DESIGN PROFESSIONAL AO FABRICATED (sax FF01 THOSE DESIGNS. II1214BEARI G BALLS SHALL BE HELD AWAY FROM THE TRIES BOTTOM CHORD WITH AN APPROVED FA8TIN R (8101 AS 655604 820) TO EWE TWIT 1152 TREE BO1TQ/ WORD WILL NOT BEAR 444 THE WALL ALL PER14484T TIRES MEMBER BRACING SHALL BE INSTALLED PER THE TR355 DESIGN DRAWINGS. MEOUSXMAAM TTPIC4L 4114LL 4 ROOF 61EA116NG NULL BE VW 8HEAT1456 1115151 61.5255 OTHERDSE SPECIFIED. 1601 1 NA11.640 SHALL BE 13d 0011101 • 5. OG • PMEL EDGES AND D' O4 N FEED UNO. ON NEAR I4, I 50EDILE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 2445 FOR ROOF. MOOR SEAMS* SHALL BE 3/4' 24G 56EA1HNG, 6115265 OTHERWISE 606006ED. MN6111 NAILING MALL BE 841 00631'1 AT 6. OZ. • PAN$. EDGES 4D IF C.C. N RED. 1083 NI EX WALL L 13E 400 NESS NOTED 05862SE 5TAWER BO LAPS Al TRCCF MD FLOOR 6HEATNNC INSULATION AND MOISTURE PROTECTION GENERAL MAINTAIN I• CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EMEND 12' ABOVE LOOSE FILL INSULATION INSULATE BE141240 TUBS/84011E8S, PARTITIONS AND CORNERS FACE - STAPLE FACED BATTS FRICTION -FT UNPAGED MATTE USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR 1UALL8 R -10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FAC2G5, 51104 AS VAPOR RETARDERS OR VAPOR'PEREABLE MEMBRANES INSTALLED WITH FLOOR - CEILING ASSEMBLIES, ROOF-CEILING ASSEMBLIES. WALL ASSEMBLIES, CRAM8. SPACES, AND ATTICS SHALL 1.144./E A FLAME-SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOG- DEVELOPED INDEX 1402 TO EXCEED 450 LINEN TESTED IN ACCORDANCE WITH .441E B4 FYr,FPTIONS. L 1154 304 MATERIAL ARE NSTALLED N CONCEALED 8PACE4 115 RAJE -SREAD A10 ° CK:-0EV510PET0TU LIMITATIONS DO NOT APPLY TO THE FACIC.S, PROVIDED THAT THE FACING 18 INSTALLED N SUBSTANTIAL 0242A0T WITH THE 84E%POSED SI3FACE OF 1152 CEILING, R.00R, OR WALL FN1514. 2. CELLULOSE LOOSE -FILL INSULATION, IW1CH 19 NOT SPRAT APPLIED, COMPLYING 11714 11E REOUIREM5475 (F RC RIGA SHALL ONLY BE WOOFED TO MEET TFE ' -OEVELOPED INDEX OF )812I'638 THAN 450. DUCT INSULATION SUPPLY AND RETURN DUCTS SHALL BE INSULATED TO A 1111411 R.41 DUCTS N FLOOR TRUSSES SHALL BE RELATED TO A MNI151 6-6. EXCEPT= DUCTS OR PORTI043 138520E LOCATED COMPLETELY WIDE THE BW.DI0IIFRLII ENVELOPE INFILTRATION CONTROL EXTERIOR JOINTS 4.86210 WND0l8 AID DOOR FRAMES, PENETRATIONS N FLOOR, ROOF% AND HALLS AND ALL SMEAR MEOW SHALL BE SEALED, CAILNED, 6ASKET(0 OR (54116818PFED TO 15111 AIR L5004061 VAPOR BARRIERS / CROWD COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED N ROOF DECKS, IN ENCLOSED CEILING SPACES 430 AT EXTERIOR WALLS. A GROUND COVER OF 6 MIL (048069 BLACK POLYETHYLENE OR EQUIVALENT 814ALL BE LAID OVER 714E GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED 048 FOOT AT EACH J0347 AND SHALL EXTEND TO THE FOUNDATION WALL. WALL FLASHING APPROVED CORROSION- RESISTANT FLA8HNG SHALL BE PROVIDED N THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER 8470 114E WALL CAVITY OR PENETRATION CF WATER TO THE BUILDING STRUCTURAL PRATING COMPONENTS. THE FLASHING SHALL EXTEND TO 1FE 565540E CF THE EXTERIOR FEALL 0441514 Alm SHALL BE INSTALLED TO PREVENT WATER 11221 864415646 TIE EXTERIOR WALL 961510841 APPROVED CORROSION - RESISTANT FLASHING5 SHALL BE INSTALLED AT ALL OF 1H5 FOLLOWING LOCATIONS: L AT TOP CF ALL EXTERIOR WIDOW AND DOOR OPENINGS, N SUM A MANNER AS TO BE LEAKPROOF, EXCEPT 214AT 6ELF- FLA54154G swam HAVING A CONTINUOUS LAP OF NOT LESS THAN I -V0' (25 em) OVER TIE 51EA114540 MATERIAL AROUND THE PERIMETER CF TIE OPE14240, INCI1.060 CORNERS, 000 NOT REd11RE ADDITIONAL FLASHING* JAMB FLA8HNG MAT ALSO BE OMTTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL 2. AT THE INTERSECTION OF 04214ETS CR OTHER MASONRY CONSTRICTION 112114 FRAME OR STUCCO WALLS. 111TH P861507NG LIPS ON 60134 SIDES UNDER STUCCO 0581108: 3. 164DER AND 47.114E ENDS OF MASONRY, 5100D. OR METAL COPINGS AND SILLS. 4. C0NTPL08LY ABOVE ALL ROJEC1 IG 41 TRIM 5. IWEFE EXTERIOR POSSES, DECKS. OR STAIRS ATTACH TO A WALL OR FLOOR 95601BLT OF 61200 0245TR0CT10 4. 6. AT WALL AM ROOF INTERSEC1605. 1 AT SALT -N COTTERS . PRAFTSTOPPING 4 FIRE BLOCKING DRAFTSTOPPPIG WENT 14521E LS USABLE SPACE BOTH ABOVE, 4 BELOW THE CONCEALED SPACE 0 A R.00R.CEILIG ABSB'BLET, D /007MS SHALL BE INSTALLED 50 THAT DE AREA GF THE 024LEALED SPACE DOES NOT EXCEED 4000 SCARE FEET. DRAFTGTOPPS46 SHALL DIVIDE TIE CONCEALED SPACE NTO Ai'R04MATE13' EON. ARRAS OBE 11E ASSEMBLY S EMCEED BY A RDCRMEGE ABBE 41 CEL65 reggae SEAL DRARSTOFPK. SHALL EE PROVIDED IN FLOOR0EILIG ASSEMBLIES UNDER 114E 00110W,* 01865I5TA14CES L CEILING 15 SUSPENDED WIDER THE RAOR FRAM 4G 2. FLOOR FRAMING LS CONSTRICTED OF TRLS9 -TYPE OPEN -61528 OR PERFORATED MEMBERS. DRA55100051 SHALL 001565T OF MATERIALS L5TED N IRO 5ECT104 850301 FIRESLOGKINCT RREBL00088 SHALL BE PR044050 TO OUT OFF ALL CONCEALED DRAFT OPENINGS (50TH VERTICAL AND NORZLM4U AND TO FORT AN EFFECTIVE BARRER F E16EE1 STORES, AHD SE18584 A TCP WORT AND 145 ROOF SPACE RIEELOCK0 6HALL 552 PROVIDED N COCO- RAZE COE1100TIO4 N 114E FOLL0003.00475015, L N CONCEALED SPACES OF STUD WALLS MID PARTITIONS, NCLU 068 R1R ED SPACES AND PARALLEL ROM OF STUDS OR STAGGERED STUDS AS FOLLOWS, LL VERTICALLY AT THE CEILING AID FLOOR LEVELS. I2. HORIZCN(ALLT AT INTERVALS NOT EXCEEDING 10R 2. AT 4U- INTERGON4ECTl046 8011085 CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS. AND COVE CEILNGS, 3. M CONCEALED SPACES 13E73E91 STAIR STRINGERS AT 144E TOP AND BOTTOM OF THE RAH ENCLOSED SPACES UNDER STAIRS SHALL C0'511 (1114 IRO SECTION 01122. . 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING MID FLOOR LEVEL, 55164 AN APPROVED MATERIAL. TO RESIST THE FLEE P4SSAGF OF RACE AND PRODUCTS OF COMBUSTION. 5. FOR T4E 014001 WING O 061211575 AND PREP, 415131, SEE IRO SECTION R1003YS 6. 014051 CKNCs OF CORNICES OF A IWO- FAMILY DUELLING 15 REOJIRED AT 1445 LNE OF DELLNG 017 5EFE R4TUTN 01385,000ING S44AU. 0.019157 CF-MATERIALS LISTED 54 IRO BECTON 1002131 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK 514.885 SPECIFICJILLY TESTED N 714E FORM AND PLANER INTENDED. 144E INTEGRITY OF ALL RREBLOCKB SHALL BE MANTA6ED. FOUNDATION WATERPROOFING 4 DAMPROOFING DAMFR.00FMG 8RGFPT WERE MOWED BY SEC. RA062 TO BE 514TERi20GFED; F061ATCN 614119 THAT FEAR EARTH OR ENCLOSE INTERIOR SPACES 4D FLOORS SELOW GRADE SHALL BE DAIPROOFED FR 21 TIE TOP CF TIE F00764 TO 714E 8954EDSR MASONRY' WAITS STALL-WAVE NOT LAY, N:61 r 5031,8D CEMENT PARC4NG APP. ED TO 114E 8X158608 0. THE WALL FORGING N W.1 ee 040300 0 54 ACCORDANCE 24114 @E 4F 1452 FOLLOWING. L BIT004 0 5 004110 2.3 PONDS PER Ea 1D. CF ACRYLIC MOORED CEMENT 3.1. COAT OF 6389E BOOM 0515642 001I1.366 61111 ANN C 561 4. ANT MATERIAL APPROVED FOR II141EAf0ORIVG N SEC 84062 9.011ER APPROVED METHODS OR MATERIALS EXCPIIa& PA9CeND OF INS 114501 T WALLS 5 NOT REWIRED WERE 4 MATERIAL IS APFDND FOR DIRECT APPLICATION TO 14E 1145001. FOUNDATION WATERPROOFING 4 P G- -CONT U WATEEEKgek . N 49845 MERE EMI WATER TABLE OR OVER SEVERE 605411UER 004I7015 ARE 104011 TO EXIST, 811ERCR 50I4114TION W(LLS THAT RETAN 448114 OR ENCLOSE INTERIOR SPACES 4840 FLOORS BELOW GRADE 614A/1 BE 5ATERPRO ED FROM 1152 TOP CF 000714' TO RS51ED GRADE 6N.L8 61611. BE WATEFFROOFED 64 ACCORDANCE WS6 ONE OF TIE FOLLOI20 12 -5.Y NOT MOFiED FELT 2.55 POUND NODE 50.1846 3.645 POLYVINYL CLDIEDE L 640 P4TEINTLBE 5.40415. FCJLTTER- 6ZOITED ASPHALT' b. 60493. REMOTE POLNMER CEMENT 1. +' Q311991-54SED, FIBER- fE60OFSED, WATERPROOF CO413 5 50412, SOLVANT -F EH, UOUD- APPLED 5TNNETIC RESER EXCEPTION, ORGANICSCLVANT-BASED FROOULT5 61J04 AS NTOROCARB049, =CREATED HTDROCIFBWS, was 416 ESTERS BN41 NOT 55 IBED FOR ICE WALLS WITH 8P4DED 50.161718E FOAM MATERIALIZE CF PLASTIC ROCR0 CMI34261 A/RTLFC COATINGS, LATEX COATING., MORTARS AND PARGI15 TO 56141 IF WALLS 8 KNITTED. 00.D.861T00 ASRW-T OR NOT ASPHALT SHALL COR0211 TO TIME C OF 45111 D 445 NOT ASPHALT WALL 50 APPLIED AT A 18058ATl6E CF LESS THAN 200 DEG F. ALL JOINS N reptERAHE I1181665 SHALL BE LAPPED 140 SEALED 61711 AN AWENW CO08110LE (6114 7152 301001E DOORS, WINDOWS AND SKYLIGHTS AND SIC)' WALLS TO BE 14GIATED GLASS WI MEN 0011 6401 POLYVNTL 63M& NTERL4TER. FOR LA41544TED GLASS MORE 114414 D FT 480VE A 04.1104 SURFACE OR MORE THAN U. SF. 54 AREA 114E 116161 INTERL4TER THICKNESS SHALL BE 0030 INCH BEDROOM EMERGENCY EGRESS 01160472.5 SHALL. (1AVE MW4I14 NET CLEAR OPEIN60 OF 5.1 50 FT. WITH 1NM11 NET CLEAR OPENI6 WIDTH OF 20' AND 111442157 NET CLEAR OPENING HEIGHT OF 24'. RN54ED SILL man ROLL BE MAX2211 44 ABOVE FLOOR 5AFETY 51.400 SHALL 55 /STALLED N SE FOLI.OU66 LCCATGtl CR AS 01152615E IEOB ED FER WG 6EC1IN 83014 I. SIDE HINGED DOORS EXCEPT JALOUSIES 23. . SL10STORM ING GL456 000RS AND D PANELS IN 6LIDNG 4 BI -FOLD CLOSET DOOR ASSETTBLIE5 • 4. 81401518 AND BATH TUB; HOT TUB, WHIRLPOOL, A 24' SAUNA, STEAM ENGL054i859 5. 33.4380 DO 111/ THE EXPOSED EDGE WITHIN A Z4• ARC OF EITHER VERTICAL EDGE OF A DOOR N 114E CLOSED POSITION 4801101 EDGE IS LESS THAN 60' ABOVE THE WALKING 63100400 • 6. GLAZING GREATER THAN 9 8F. 4ND LE88 THAN 1S' ABOVE 014131480 010018 1. GLAZING IN GUARDRAILS 8. GLAZING LESS THAN IS' ABOVE FINISHED FLOOR 9. STAIRWAYS, LANDINGS 4 RAIMP8 WITHIN 36' HORIZONTAL OF WALKING SURFACE AND 60' ABOVE ADJACENT WALKING SURFACE MECHANICAL HEATING EQUIPMENT ALL 10481 -AIR FLIRNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED 811ECFICAT10246. NO WARM -41R FURNACES SHALL BE N5TALLED IN A 87011 LASED OR DESIGNED TO BE USED AS 4 BEDROOM, BATHROO1. CLOSET OR IN 414Y ENCLOSED SPACE WITH ACCESS ONLY THROUGH 6UC14 ROO11 OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED 018044 E8 AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLE1l1 GAS- BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED N AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS 511051 LOCATION 15 PROVIDED WITH AN APPROVED 1'@148 FOR REMOVAL OF UNBURNED GAS. HEATING AND 000180 EQUIPMENT LOCATED IN A GARAGE AND 1171011 GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING R448148LE VAPORS SHALL BE 5481.41150 WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IS INCHES ABOVE 114E FLOOR LEVEL. WATER HEATERS WATER HEATERS IN BE8IMIC ZONES C, D, E. OR F. SHALL BE ANCHORED OR STRAPPED TO RESIST HORIZONTAL DISPLACE-ENT DUE TO E4RS40 1410 INDUCED 1'107601 STRAPPING POINTS 514Ul BE 6614430 TE UPPER I3 480 LOVER 1/3 CF 1VE TANK AT TIE LEER PONT, TIE 63840 43 %HALL BE A MINIMUM DISTANCE OF 4 NOES SHALL BE ABOVE 114E CONTROLS. VENTILATION GROUP" R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH TIE SECTIONS 302 OR 303 OF THE 2006 WASHINGTON STATE VENTILATION AND NDOOR AR GUAL1T1- CODE (VIAL. MIN121.6- SOURCE - SPECIFIC VENTILATION 18 REQUIRED IN 714E FOLLOWING LOCATIONS AND AS 071-ERWISE SPECIFIED, - A. BATHROOMS. 50 848 5. LAI-NORTE6: 80 0214 . C. KITCI.IIEIN8, 100 cfrn D. WATER CLOSETS: 50 cfm EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 5 GAS VENT OR TYPE BUJ GAS VENT 814ALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFRS 'INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTNG SYSTEM SHALL TERMNATE NOT LESS THAN 2 FEET ABOVE THE 1GHE5T POINT WHERE THE VENT PASSES THROUGH 114E ROOF OF THE BUILDNG AND AT LEAST 2' FUG HER 114,414 411- PORTION 0= THE BUILDING 1131141N I0' OF THE VE41. INTEGRATED UIHOLE HOUSE VENT SYSTEM 111 -10LE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS THROUGH THE FORCED AIR HEATING SYSTEM PER TABLE 3 -2 OF 2006 11854NG1Q4 STATE VENTILATION 162 INDOOR AIR 0(141111' CODE MAO/ 2006 WASHINGTON STATE ENERGY CODE - TABLE 6 -L PRESCRIPTIVE REQUIREMENTS FOR GROUP R OCCUPANCY CLIMATE ZONE 1 - HEATING BY OTHER FUELS OF6TIQ. BOOR DOOR .CEL66 DT BALL GRADE BELOW GRADE MST RDA GRADE 2. - FACTQR 88405 1 10% 032 058 020 8-38 12-30 R-15 8-15 5.10 R -30 8 -10 IL 55 035 058 020 -38 12-30 8-21 8-21 8.10 R -30 8-10 III. 255. 040 058 _5 020 R -38 8.30 8 -21 R -5 R -10 R -30 R -10 GROUP RI 4 R2 U.003( U.00341.0051 3.0029 OCCUPANCIES OILY IV I6LMTIED 035 058 020 R -38 R -30 R -21 R -21 R -10 R -30 R-10 GR301P 30 4 R4 OCOFAICIES • 0413 V - 1.LMITED 035 0116 u 020 R -38 R -30 R -21 R -5 R -10 R -30 R -10 GROUP R 4 R2 U.0031 3.0034 1.0051 360029 COOP ASCIES ONLY APPROVAL NOTE IRS NOTE 15 TO CER16Y TVIAT 1 NAVE REVISED TIE ARDUTECIIRAL DRALLPC$ AND 0000/4415 001414) D 44 1185 SET CP 0 CONSDUCTICN 000I934T5 FOR C40MPLIANCE PITH TIE STRUCTURAL CALOLA704S . • DRAIWG6 - • APPROVE SE1 FOR USE 8 PR2.ECT A.41.47 DATE DRILLING AND NOTCHING STUDS. 486024 DRILLING AND NOTCHING 511605. DRILLING 440 NOTORIG OF STUDS SHALL BE N ACCOF0414CE WITH . THE FOLLOWING L NOTCHING. 4147 6150 N AN EXTERIOR U1ALL OR BEARIG 0AMMON - MAY BE CUT OR WINCED TO A DEPTH NOT EXCEEDNG 25 PERCENT OF ITS WIDTH 51105 N 1ddiEARW0 048212 N5114Y BE NO70ED TO A DEPTH 502 TO EXCEED 40 PERCENT CFA 666.E STUD WIDT14. 2. DRILLING. ANT STUD MAY BE BORED OR DRILLED, FRONDED 11442 714E DIAMETER OF THE RESULTNG HOLE IS NO MORE THAN 60 PERCENT THE HOLE I5 140 MORE THAN R INCH (16®) OF T145 STUD WIDTH, 114E EDGE O TO THE EDGE OF THE 5110, AND 164E HOLE IS NOT LOCA1ED.64 THE SAYE SECTION AS A CUT OR NOTCH ETUDE LOCATED N EXTERIOR WALLS OR BEAR6Ya PARTITIONS DRILLED OVER 40 PERCENT 4/0 I1P TO 60 PERCENT SHALL 4180 5.3E DOUBLED WITH ND 1105E 716144 100 636' ESSNE DOUBLED 611105 BORED. SEE FIGa2RE6 R5026/l2 AND -EXCEPS1a41 USE OF APPROVED STUD 614OE5 I5 0518141 TED 65E14 114EY ARE WALLED N .40.0.0204100 WITH 71-15 MAQFACTUIER'S 4000150104160148 840.811 DRLLNG AND NOTCHING OF TOP PLATE ,WHEN PIPING OR DUCI11668 19 PLACED 54 OR PARRY N AN EXTERIOR IUALL OR INTERIOR LOAD BEARING WALL, NECESSITATE GUTTING, 0811130 OR 1020710 O THE TOP PLATE BY MORE THAN 50 PERCENT OF 175 530114, A GALVANIZED METAL TIE (F NOT LESS MAN 0054 INCH 714100 (13' ) (16 gal AND IK INCHES (3&01 U W7E SHALL BE FASTENED ACROSS AND TO THE RATE AT EACH SIDE CF THE OPENING WITH NOT LESS THAN EIGHT I60 NAILS AT EACH SIDE CF EQUIVALENT. SEE 05104E R6024,1 -g,V2EMI.Ca WHEN THE ENTIRE SIDE CO THE WALL 52114 THE NO1CM OR CUT IS COVERED BY WOOD STRUCTURAL PANEL 51-E418251 REVIEWED FOR CODE COMPLIANCE APPRIIVED MAR 07 2011 City ofTukwila BUILDING DIVISION RECEIVED MAR 01 2011 PERMIT CENTER 0 0 U Z a. 1835104 0415. NT, PROJECT S PR I1PDAIE D ATE. 06.04 -04 Nit O 5 PROJECT 5 00000 P106 LIE UP STT014RJ L!E UP SNDERJ –mom h — � ,•COG 54.aB 81010RJ LIME IF' k -T agiii1128MIISPE0510811111111911-e 0 E. MAIN FLOOR 1 I u1! 4' 5•-Sr Y-0' 5'C 3'. wx1'e b 1 rDN VENTS C 17 )REOb I 0 3'- 5'-0• Y I I STIDmRJ UPPER FLOOR 1000 SF. UNFINISHED 0 9F. a 47 e g 1533 SF. 1 l3 il i1i 5z WINDOWS, 26936 SF. O74 47d 71 9 ® I r g I mom GRAIL ePA1� 74.Z11174 b' ERIC I'' , GRAM SPACE BARRER 6 361 VAPOR A' • SARI7JE41 TIP. 7. 24 GLAZING PERCENT, C WOW 5F / FIR 5F. (z) W0 w � � g N. S' 2[rD @1��yy9971 R 74 5 -0, 7, y.0• o �.Ir 0 , , 5.-0. 7, 5.-0. Uy 1 ]1� II JIB a SLDGK OJT . ° l DBL II Vi roRr15a+aDra -- loarAreavigmeNEFMKIMEgratnlalll I - II I I' y 4i'-6' 04' swam � 5D010RJ SJM al 0 . ~ w �� ® 8 11 61104ZRJ SLAB ON GRADE 1 I 1 1 1 K I I . 24 4 5, 744,-0, 74 4,3, 1 1 L _ _ rn II 1 0 I .4..--, F� [Tj 1 L^ li daCOR. 4' CO4C. SLAB RI M1 4' aTP. RILL 7TP. SLOPE 346' , FT i17UAFD DOORS - '' , - E...._... C{ /N c FT(i � LPE UP F. ; LINE 11' 1 s' LAB • GRAD!~ ® 51M � 1 _\ 4 COIL — I ■ lEfillfi u ti► rJf 6T3014 SEEM 20,0' FOUNDATION / FRAMING PLAN 51W6RJ LNE 1P b -0• 6'-0' © 2007 CASCADE RESIDENTIAL DESIGN, INC. SCALE : 184'= I' -0' - ALL WOO 04 CONTACT 11/I114 CONCRETE TO BE PRESSURE TREATED - SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS - PROVIDE SOLID BLOCKING OVER SUPPORTS - ALL FOOTPIG5 TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED CN FRAMING FLAN 8 PROVIDE SOL30 FRAMING EGIIAL TO THE WIDTH OF THE TIEII1ER BENG SUPPORTED (UNDJ - PROVIDE COPT CF CONCRETE 134.10H TICKET' ON SITE FOR REVIEW BY BUILDING OFFICIAL - IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT 15 PROVIDED BT THE JOIST SUPPLIER THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE FLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON BITE FOR INSPECTION. 0 PND6 LINE 1P 3'0' 515014RJ LINE UP REVIEWED FOR CODE PLE imon wen MAR 0 / 2011 47' MAME GA5 HREPLACE INSTALL PER rFRS SPECS I I KITCHEN FAMILY RM. City of ILDING Tukwila DIVISION II =AYH ►1 20 345 RATED DOOR W/ SELF -CLOSER LIVING FPO:. DE PF£55aE V4.VE TO EXIERJO2 INSTALL APPROVED TX -ASSIGN TAI. LA MM AT EXTERIOR DOOa94T 54ALL NOT ez noie 53547 14' BELOW TIE TOP OF TLI iE510LD PROVmED TTE DOOR OTTER THAN EXTERIOR STOW OR SCREEN DOORS DOES NOT SONG 0142 DE ENDING. WC 531343 2 CAR GARAGE -FRO NDE OE LAYER 73' CAB TYPE N. FOR I -NR OCOPANCT 6EPAR4TIO/ AT ALL WARM WALLS AND OWLNGS COTICN UN H03IT48LE SPACES •541 RATED (OarS, APPLY 1- CATERS 1838 TTPE N. TO ALL T JOI5T5 PER PFC -4665 AID TO 50.134 FRAMING METERS 74' DA -CLAD ALL SUPPORT C0LRt1 AID BEAMS 1ITI4 RE LATER i' CAB 177E X'. 51305RJ LIE UP R( TO GRADE 5TT065) LINE 1P •• 5131014 NOTE: COIIRACTO2 108535141.4.0415408,84230 000111 06 CF FR SECT AND REPORT ANT' 01550.5 / DI9C'REPA74CES TO DESIGNER PRIOR TO COtINCa1 ODRG DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT =MITIOLO 17E5JLTar. IRO 18a1AUn162ED IOW PEWaR£D BT TIE CORRALTO2 NOTE: REFER TO STRUCTURAL 5I-EET5 FOR 5HEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. MAIN FLOOR PLAN LANDMG AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 110' BELOW THE TOP OF 1N ESHOLD PROVIDED TIE DOOR O1IER THAN EXTERIOR STORM OR 6CRED4 DOORS DOES NOT SEM PAM 80 LAD4G. IRO 4131343 © 2007 CASCADE RESIDENTIAL DESIGN, INC. SCALE 14'. I' -0' - ALL DOORAUNDOW HEADERS TO BE 620 DF•2 AT 2X6 BEARING WALLS , LINO. 6' -0' MAX. SPAN' - ALL DOOR.WNDOW HEADERS TO BE 4X10 off) AT 2X4 BEARING WALLS, UNO. 6' -0' I1AX. SPA - WINDOW HEADERS AT 6' -8' ABOVE SUB FLOOR 11N0. - PROVIDE FIREBLOCKIG AS REQUIRED (SEE NOTES 04 SHEET U - EXTERIOR 1U4LL5 TO BE 2X6 AT 16• (r7AX) ac. UND. INTERIOR PARTITIONS TO BE 2 X 4 AT 16' OC. (2X6 • PLUMBING 11AL1.5, UNA.) - DUCTS THROUGH WALL OR CEILING COEMCN TO HOUSE MIN. 26 GAGE STEEL - NO DUCT OPENINGS IN GARAGE B PROVIDE SOLID FRAIING '• • TO THE WIDTH OF THE 1 1151BER BEING SUPPORTED (UNOJ SMOKE DETECTORS 050 FOUNDATION VENTILATION USE 14' x T SCREENED FON. VENTS (1) VENT • 92 5GL FT. NET FREE VENT AREA FOOTING SCHEDULE NOTE: USE MN. 6' WIDE POST BELOW BENT SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS UND. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. INSTALL SMOKE DETECTORS WHERE INDICATED VENTILATION SCHEDULE NEC 250.50. A concrete encased grounding electrode Is required in all new concrete footings. The electrode shall consist of at least 20 feet f K^ or larger reinforcement bar or 1J4 gpper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one nnOUS piece tied along side any viti2 ity footing rebar and shall protrude 8" min. above top of foundation wall ear location of power panel.) • O 6 P.T. POST 04 IS' DIA X 8' THICK CONC. FOOTING VENTILATION REQUIREMENTS CF IRO TABLE 6013 FDN. 30A0 RE4 a NET VENT AREA REO'D (ELV-4) N.VA OTT. OF VENTS REQUIRED 52 426 31' . 5.9 VENTS R.Edb 300 32 ® 24 P.T. POST ON 24' DIA X 12' THICK CONC. FOOTING 5111601 0 P.T. POST ON 30' X 30' X 12' THICK CONC. FOOTING W/ 3- • 5 BARS EACH WAY 1 KITCHENS 100 CPI I4TERMITTENT OR 25 CF-1 CONTINUOUS 1--r9n _1 /ygyr.1 ea, v_aa• xt7: T}UGG CONC. FQCT'GIrs W/ 3 • •.5.BARiS EACH WAT EXHAUST MECHANICAL XHAUST CAPRooms 2 BATHROQIS- TOILET ROO5 CF 50 CA041 L NTERMITTENT OR 20 CFM CONTINUOUS (6 ) VEINS REQUIRED 0 42 P.T. POST ON 42' X 42' X 12' THICK CONC. FOOTING W/ 4- • 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 per SOIL BEARING CAPACITY VENTILATION RATE FOR IWHOLE ua155 FAN TO BE 50CFr1 MIN - 12OCR1 IAX PER TABLE 3 -2 OF WASHINGTON STATE VENT 4 INDOOR AIR OJALITY HVAC CONTRACTOR TO SPECIFY LOCATION. RECEIVED MAR 01 2011 AREA SUMMARY LOWER FLOOR 0 E. MAIN FLOOR 925 5F. BONUS 0 5F. UPPER FLOOR 1000 SF. UNFINISHED 0 9F. TOTAL, 1533 SF. GARAGE: 390 6F. GLAZING BIl41ART WINDOWS, 26936 SF. DOORS U1/ MORE THAN 50% GLAZING, 34.4 SF. SKYLIGHTS, 0 SF. TOTAL: 303.16 SF. GLAZING PERCENT, 15.11 1. WOW 5F / FIR 5F. (z) * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. z4 Jt REVI5101 DATE N7. PROJECT 1 5 DATE, aaD PROJECT 1 elk 311' in -IX OR 7475 RR 0115•16• OC m UPPER FLOOR FRAMING PLAN © 2007 CASCADE RESIDENTIAL. DESIGN, INC. SCALE : 1/4'. I' -0' ALL DODRA 40O 1 HEADERS TO BE 6345 DP2 AT 2346 BEARS* WALL5 , UNO, 6' -0' MAX SPAN ALL DOOR8WNDOIU HEADERS TO BE 4X80 DP2 AT 2X4 BEARNG WALLS, UNO, 6' -0' MAX. SPAN PROVIDE FIREBLOCIQNG AS REOWRED PER IRC. WINDOW 1EADERS AT 6' -5' ABOVE SUB FLOOR, UNO. EXTERIOR WALLS TO BE 2X6 AT I6' OC., UN.O. INTERIOR PARTITIONS TO BE 2X4 AT 16' OC. 42X6 • PL 15ING WALLE.) UN.O. PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS A5 INDICATED ON FRAME* PLAN 10 PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (IRO) FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHQLN ON THIS PLAN, 'EQUAL' 15 DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 35 OF THE SPECIFIED JOISTS OR BEAMS. * NO FIELD ALTERATIONS UNLESS ACCOMPANIED NOTE: CCNIR4CTCR TONEI0FT All 80 coronae OF FRRIER AND RETORT ARC 0195905 / OISCR8PSGE6 TO 0557005 PRIOR TO COMMENCING WORK 05570ER MALL NOISE RE7PWSBLE FORD197NEPAM arminae RESILTUR FROM IMAUTH0iESED BORX FBdORED 13511E C E QURACTOR WILL BE AUTHORIZED BY REVISED DRAWINGS. NOTE: REFER TO STVCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING FLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTION5 PERTAINING TO EACH SHEAR WALL INDICATED M THIS PLAN. 115146 0'-110' ID' -4' 10' -10• / MST4B 7'•Y 6' -5' 3'-0' 3••6' 3-10• 5•.Y 5•.y I'Ut43 4040 .. SC( ` 135T48 r i t 5040 X0 A KISS :........ 7�� ei 6�[I� D .�r l {:j4 ,j y pp' BED M °2 �O CARPET 6 -T• (x i r r, P'� eL i! 7 !{.. v' :EG�MION' \ " , ` \ �• j►' M. SUITE I: CAFi'ET I: Y3 1✓ 6,204' 9' -10' G ��j��) o a, . 4, rte MlQ J DII10V 5068131-PASS i 1 o,D .. e L ATN 'I17 _ 4�C� g 1. n LINEN 36 nn'Rd60G HALLWAY O9) PER !RC :• A .J.. ".I.. "I ET ATTIC ACGE55 �... _ 30 E-31 7UVNTI. F 47 ■ m W.I.C. _ CARPET @; eN Y BR 111H111 11111111, (\X; (10 D (VIDJ J f i.t.. -71:7-',.. -- I :: RIS 'IMMIMI - o RS q '4i e (OP110) los �' 6T6774 LI 5063 B1-PASS 11.... Oppy t , AI OPEN g •' BEDROOM 51066 5 -Pa55 Or °3 j 3• -6. 6• -6 T -4• i BEL•W '; PLANT . CARPET 9 I BEDROOM 114 CARPET 13 4010 F47 NMI 4 -O 4 :+ 5040 xD . Am •• ry'•�: 3640 4 ' nod BLOC L = 78TH - —. .. 05T48 ❑ ■-11111111111111 S0 - , �.,1,p IS NOr% M �' 8 ip $ 71 5'.0 L o" �� 7E• T-6' O -0• + 5A61 O J G LSE 5a 6'-0' 6•-0' 610 e'-0• s•o •- � ".tk `'{' ........0.1t, 5 10-0 7 1' 9H 35.0 /LLEGA" s ..�_- - UPPER FLOOR PLAN © 2007 CASCADE RESIDENTIAL DESIGN, INC. - PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON 514557 I) - WINDOW HEADERS AT 6' -B• ABOVE SUB FLOOR UNO. - EXTERIOR WALLS TO BE 2X6 AT 16. 0C, UNO. - INTERIOR PARTITIONS TO BE 2X4 AT 16' OC. (2X6 • PLUMBING WALLS) UNO. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN 10 PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF 514E MEMBER BEING SUPPORTED (UNOJ SCALE : 1/4'- II -0' REVIEWED FOR CODE COMPLIANCE I4PPQ(ii0ED _.. MAR o? 2011 City of Tukwila BUILDING DIVISION RECEIVED MAR 012011 PERMIT CENTER REVLSION 0415 NR, PROJECT S DATE C0-04-04 PR31ER S 7 51DIG PER ELEV4TIO245 OR 71VEC CRAP Q4 516' PLY S6EA1343R. • 6 STUDS • 16'6G N R •7I NSILATIO ROOK Jp5T5 AS PER PLAN APPR2X GRAD SECTION A * NO FIELD ALTERATIONS UNLESS ACCOMPANIED NOTE: COBR4CT02 TO VE7:FY ALL DFF%51@8 AND CL75R5NS OF FRO.ECT 4157 REPORT ANY MISSIONS /OSCREP+OIEJE9?^ R.FRON -N TO CO FO CFG AVM DE51C4ER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CR4D7TI0S RESILTIG RCM 54450405® WOW PEW-OWED By RE C041R40TO5 WILL BE AUTHORIZED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SMEAR WALL 50MEDULE AND ENGINEERING PLAN `Wi1 cwcc RAIN DETAIL REFERENCES iff�7Ol.� INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN TI-119 PLAN. SCALE : Ira'= •FR CORD+ TRs ss • 24. ac. 45 PER 1EG. SPECS. TTP. 1 134• 514 MIN. CONT. HANDRAIL 515pSGN TBE 5/5504185 545 COY10N TR55E5 • 24' ac AS PER •FG SPECS 115. CORDS ROOF FRAMING PLAN © 2007 CASCADE RESIDENTIAL DESIGN, INC. SCALE : 1/4'. 21 1' -0' - ALL BEAMS AND HEADERS TO BE 6X8 DF 4 AT 2X6 BEARING WALLS, UND. 6' -0. 114X. SPAN ALL BEAMS AND HEADERS TO BE 4X10 OF 4 AT 2X4 BEARING WALLS. UND. 6•-0' MAX SPAN SHADED AREAS INDICATE OVERFRAMING, 2X6 • 24' OTC, UND. BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING 47 RE4a41RED TR155/RAFTER BAYS ALL MANUFACTURED TRI255E5:. ' SHALL NOT BE FIELD ALTERED WITHOUT ENGINEERS APPROVAL • SHALL HAVE DESIGN DETAILS AND DRAWNYFS CFI 511E FOR FRAMING INSPECTION • SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION • SHALL CARRY MANUFACTURERS STAMP C7N EACH TR155 IF AN ENGINEERED ROOF FRAMING LAYOUT I5 PROVIDED BF 7445 71.155 SUPPLIER THAT TRJ55 LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT NDICATED N THE PLANS. PROVIDE TRUSS LAYOUT AND SPECS ON 517E FOR INSPECTION. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UND! BALUSTERS TO CO54FOR1 TO IRO 5EG R3122 max 2440514E Iy' 4 TYPICAL WALL SECTION NTS. NOTE: 146' 51-1EATHNG NOT REQUIRED CN EXT. WALLS MERE T1 -11 SIDING 15 SPECIFIED (LNLESS NOTED OTHERWISE N THE SHEAR WALL SPECIFICATIONS) 2X4 11-RI5T 51.00K BELOW STAIR INSTALL 1•• 0318 • CEILING, AND WALL5 43) 7x0 STRINGERS N7EROR OLIAROR4L STAIR NOTES - I425R45.55451 NOT PROJECT PORE 444414 44f CRO115 5TAI5IIAT AND MST BE ABLE TO RESET 4 200 b. MINT LOAD F371 ANT 051445 N. Pc SECTIONS 53591 4 53042 - LIC44RG S REQUIRED AT TE TOP. BORQI AND ANT L450555 74114 CONTRSL5 47 74E 70P AND BOTT0510F STARS URN 6 OR MORE RISER. ARC 5EQKN R3036 - TE 554CNG BENEDI NIEREDLATE 14I5RAL IS ER MST NOT ALLOW 4 4' SPIER TO PASS TIFCI4A1 ANY OF474NG. AC SECTIOI 44352 - 1)41111 STAIRWAY 745TH ABOVE 4142DRAL SHALL BE ND LESS MAN 36 NOES I C SECTION 83591 - STAIR 4 OAR L.05161-00111111.112T14 RANI BE NO LESS THAN 36' (3111' CLEAR F CNE 44/544411. 421' CLEAR F 2 NARORAL5 IRO 5EC710 4 531131 - 714E TREADS L54D5G EDGE DIN414.5E CAN HAVE A MAX RADIUS OF 145'. THE MAX B5VELNG CF BE N0 243 WALL BE NO MORE THAN •'- IRO SECTION 536533 - RISER OR TREAD MA%MM D5ERENTW. SHALL BE NO MORE NON NC SECTION 83/53142 - 440SOY S NOT FEOU62ED FOR STAIRS INN TREADS GREATER THAN P. NC ROM 834333 EX768gR STAN NOIE5, . - 5(755405 STAIR LICA2FG AT TOP LAMING UN COH150 4 NUDE TIE CUELLA41 55 45441 R4 83036 4 530361 - A M4X1151 SLOPE OF 145 T2S) IS RECORD AT BOEAOR LAPD5G5 AND TREADS FOR DRANK£. WC SECTION 831253 FIE 2LOCKNG • MID -5PAN 450 N 5110 WALLS am* 4140 N LINE 11111 51RSEERS F AREA UNDER 51455515 UAPI54ED 1475505 LOVER STAIR NOTES, - ORDER TREADS ATE 510IFED TO N4VE A MINN CF 6' DEPTH AT NCR EDGE 55 SECTION 536532 - CIDER MEAD DEPTH OF I¢5 UM N IF OF TIE RIDE NC SECTION 534532 REVIEWED FO APPROVED MAR 072011 F CO \rCO I N- Z -J O. of Tukwila BUILDVNG � DIVISI RECEIVED - MAR O 1 2011 P RMITCENTER NOT TO SCALE LANDING NOTES - LAMM WON SHALL HOT BE LESS THAN NAT CF STAIR SERvED - -64555 5HAH. NDT BE-LE: T34N Nam NN DIREO/IOTCFTRAVEC �Te'iFGIS 10 STAIR DETAIL FSV15404 0AT4 NR, DATE, 05.54.04 Z 1 CQ1aOS5TIGN ROOK 45 Ott 5 • FELT IllDERLATTE5T ON 5/01' SEATING TYPICAL. CENT. METAL G RIER 04 5/4 X 0 FASCIA 8D. TTP. BEVEL 51060 5/4 • 4 CORNER LEFT ELEVATION SCALE : Iia'= 11 -0' 1 SUB 2.008 APPROX GRADE Rd7NDE STEPS OIL TO GRADE REAR ELEVATION * NO FIELD ALTERATIONS UNLESS ACCOMPANIED -NOTE: .. _. . CONTRACTOR TO VERIFY ALL D18i9WN11 AND Ca10MCNS G FRDECT AND REPORT ANT Q155105 / DISCREPANCIES TO DESIGNER PRIOR TO COVENDI01ORC DFSIT#R SIWLL NOT EE FESPON 1BLE FOR E SCREPANT CC1b TICKS fEGLT10 FRA1 RNA ICREED WORK PEFFCR'ED BT TIE CCMRACTCR WILL BE AUTHORIZED BY REVISED DRAWINGS. NOTE: REFER TO 9IRICURAL'SHEEI 1M t'Y1R� WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. SI@YLE SIDBIO LQAERED ATTIC VENTS 1111111�N.- ,ai1r---- n I .11 111111 IIII 11111 .. 141111/111 II -i1 11 11111 11 ,II 1111 1 111 I 1811 111 11111 1111111111111111111 1111 11 ,11 IIIII 1 1111111111111\, 11111111111 1 18 1 11111 11 111111 1 111 1111 1 11111 1111 11111 1111111111 1111111 111 1171 11111 1 NI 1111 1 11 011 111/11111/1 111 1116.. 111 11111111 1111111111 1 111 1 111111 11111 1 11 11111 111/111111 111111,. 11111111111 1 1111111111 1.1111111 11111 11111 111 11111 1 111111'11111111 111111111111111.. 111111111111 1111 1 11111//1 1 ,11 1 111111 1 11 1/11111/1 1111 1 11111 11111111111 111 111111111111 - 1111111 11111 111111111 11111111111 1111 1 111 1111 1111 1 11 1111 1 111 1 111 1111 1 11111111111 111111,. IIIIIIIIIII 11111 1111111 /111111/1 111/1111 11 11111 1 11111111 11111 1 111 11111 11111 11111 11111111111 lIIIIIlfl11.- .11I11111111111∎1 11171111/1 11111111111111 1111111511111111 11111 /11111/1 11111111. 111I211t81211U1111111111111111111111111114. LQTOS1804 ROOFNG 04 5 • FELT IHDERLATMENT ON 5/17' SIEATNING TYPICAL. taw P.T. 6 . 6 POST TO 6' COL0 51 I/ COP , BASE 11 TYP. r1 5041. METAL GUTTER ON 5/4 X 0 FASCIA BD. TTP. 10 BAND BD. TTP. 6' BEVEL 5DNG 5/4 X 4 8511 50. RIGHT T ELEVATION 5/4X4 TRIM BD. 6' 5855]. 51060 5/4 w ID BAND BD. TTP. ca-r081104 R CFING ON 5 • FELT UNDE55 R B 5117' SNEATNT141AT TYPICAL. -411 11111111 1 1 III '� 6, 1/11111/1 RIO 11/11111/1 1.. II111III111111 1 _ 1 1 11111111 \IIIII... '•11111111111111111111111 11111111111 IIIIIIIII:IiIII` 1111111. '8 111 111 11 11E1111111111111 111111111111111 IIIIIR'" .411111111111h . '11111111111 1 1/111111/1 1 1111111111111 II .,11111. .,0111111111 111111111111- - "511111 1 1/1111/1 1/11111111111' .4011111 111115 ,a1111111111111 11111111111111111.- "• 1111 1111111 11111111 1" .111111111111111111111 - .n11uumm1I11111I1111t111I[In1.. ' /111111/1 11111111x" .0111111111111111111111111111,. ._.. ._. y111I1 V, ..._, 1\ 11:1 SCALE : I/4'= 1' -0' .a. LOUVERED ATTIC V13415 6441YiE 5)060 CCNT METAL GUTTER CN 5/4 X 0 FASCIA BD. TTP TOP FLA15 6' BEVEL 51010 5/4 X 4 1R61 BD 5/4.4 CORNER 1 Ylt 11II 111111111111 111 � -.m1111111111 11.1111111111111 111111186.. . i11At111A511111 11111111 :11 41114 11110 1_ 11,.. EH Ee WI ■ ■ ■ ��NU I._I ■ ■■L■■1 �0 00 0 ICI SUB FLOOR TOP RATE R TRAP P.7.6.6 POST TO COWN 5/ CAP I BASE TRIM TTP. 5U0 FLOOR APPROX GRADE SCALE `'llttl IEWhv FOR CODE COMPLIANCE APPROVED MAR. 0 7 1011 City of Tuleda BUILDING DIVISION PROVIDE STEPS DN. TO GRADE FRONT ELEVATION 5/4 ID 5010 BD. RC APPROVED WIPERS OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW EiUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE PROM THE STREET OR ROAD FRONTING THE PROPERTY. © 2007 CASCADE RESIDENTIAL DESIGN, INC. - VERIFY SHEAR WALL NAILING AND HOLD06145 ARE PER PLAN AND SCHEDLLE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRICTED PER IRC. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE I1EATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS QV BLDG. PRIOR TO FINAL INSPECTION - - LOTS SHALL BE GRADED AS TO DRAIN SURFACE 614TER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6' IN FIRST 10 FT, OR DRAINS OR MALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - 5.5457 44,tWT •EE4'63=- DIr%D wk /I. STEErr95SA944ES3'6I5.-A`11"5 /CORRO5ION-RES1910.2410- e — - _ - •s ••.. .-r. _ +- - SCALE : Ira'= I' -0' RECEIVED MAR 012011 NOTE PROVIDE CQ4T01105 PRE.PANTED GL '7' FLAWS.* AT ALL EXT. DOOR 1 11111011 HEADERS. � TCENTER N C ) (\C ) VII r- z J 0 50111/104 DATE NR. .5 0415. 00 -04-04 - DL5 PROJECT 5 * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: COMPACTOR TO VERIFY. ALL DPENNOIS Alm CONINTIQIJ G'FRDECT ANO rEPAtT AIT 011551Q43 / INSCRU.I ES TO LEGGIER PRIOR TO 021I131CIIG WORK. DESICIER SHALL NOT BE RESPONSIBLE FOR DISCREPANT Myrna* RESILTIG FRON 1NWmnROED INp' PESORED BT MA CONTRACTOR NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR 'GALL SCHEDULE ERING -FLAW Uk71CH CONTAIN DETAIL REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. 1 .111111';• /111 111111111.1` 1/11111/ "" "':11111111. 111111111111 I 1111111111111 11 111 1 III I �11 II1111111II 11111111 11111 11111 J 1111 11111 11111 11111 11111111 1111111111�1111111111I 1 111 1 11` 11 11111 1111 1 11111 1111111\1111 1111 1/11111/1 11111 1 11 1111\ -,0111111 1 111 11111 1 11 1 111 1 1/11111/1 1111111 11111 / 1 111 111•1 , 1111111 11111 1 11111 111 11111 11111 ,IIII 1 111 1111 1 111 1 III 1111111 111 1111 111111111111 1 111 1 11 111111111 1111 11111111111 1 111 1 11111 111 11111 111111. II.11111 11lN1111 11111 1 111 IIII IIIIIIIIIIIII 11111 11111 11111111 11111 1 11 1 11 11 1111111111111.. III11111111111 11111 111 1 111 ■1111 1 111 1 111 1111111 11 1 11111 1111 11 1 111 11111 1 ,11111'11111111 IIII IIII 1111111111 11111 11111 1 11111 111 11,11 11111 1 111 1 111 Ills 11'11 1 111 1111111 11 1 1111111111111111111 AIIIIII 11 111111111111 1/11111/1 1 111 11111 11 /11111/1 11111 IIII1111111 11,11 1 11111111 11111 IIIIII1111111111111I1 /1... r .d: 111:111111 II111HI111HI111 1111 1 111 11111 I I' 1111IIII1111IIIII 1111 /11111/1 111111:, 11 1 111I■1111111111HIII111 1IIHI111IIa_ d:: Il1Il11111■11111111111I1111111111111 ,111111111 1111 It1ll ��l1 1.1 1��1!111�11112 I :.:I�1.:1��11i:1��1.:1��'..: �1 �111111IIIIIl1 FRIGHT ELEVATION APPROVED NUMBERS OR ADDRESSES SHALL BE PROYID FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR RO FRONTING THE PROPERTY. © 2006 CASCADE RESIDENTIAL DESIGN, INC. SCALE : 14'. • VERIFY SHEAR WALL NAILNG AND NOLDOLLNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDNG - MASONRY AND WOOD FRAME CHR*HE1-5 ARE TO BE CONSTRUCTED PER !RC. - PROVIDE GALVANIZED SHEET METAL FLASHING AND CAMERFLASHNG AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE UEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WNDOI6 AS RF-QUI ED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOIAIDATICN WALL SLOPE SHALL BE 6' N FIRST ID FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FRO 1 STRUCTURE NOTE, PROVIDE CcNTNJOS PRE-PANTED f1' 1' RA40C AT ALL DR. DOOR 1 Mood HEADERS REVIEWED FOR CPLIANC APPon ©© ED MAR 07 2011 City oiTukwila BUILDING DIVISION LEFT ELEVATION SCALE :!s'= I'-0' RECEIVED _ ,o121M1- PERMIT CENTER t REVISION DATE NR. FRO.ECT 5C DATE 0604 -04 mozcr B } 1 • SHEAR WALL SCHEDULE WALL MARK SIEATH.88x it000E86 60E5 NEAR PANEL EDGE NALNG FELD 84180 FRAMING • PANEL EDGES BASE PLATE NAILING SILL PLATE SIZE 140.0004 TYPES NICI40R BOLT DIA 1 SPACING 1> 1l15' ONE Ed • 6' OL • ea 25 468 NALS • 6' OD 5/H'. • 17' OL 75 PER Y.ET RAN 146' CEE Ed • COI.. D• OD TX 168 MILS • 4' 0.C. 576'. • 36' OL IX PER 657 PLAN > 1A6' ONE SEE DETAIL N4 CN SIM 51 FOR HAILNG SPACING, STRAP 114OLDOIH T7FE5 L FRA70JG SHALL BE HEM-FIR 7 • K' OL MAX <HN0.4 TFAOOE56 CF 611106 TO BE 7x UNLESS NOTED N 5[0EOLLE 7. SEAMING PAWLS 11A7 BE LAVED VERTICAL OR IGRRCNTAL BLOC. ALL 14012I7.042AL F882(5 023 OR 34 01000ING PER 50EOIAE NNW 3 ALL DOERGR 01115 NOT DESIGNATED AS 6EAWIALLS SMALL REXENE AM RATED SLEAB* OR ALL VENEER PL(Yl0G0 STDEG OF EQUIVALENT 114ICIOE55 AT PONT OF PASTENNG O.N PANEL MC1E5, RLLT MOOED WTI KNEW NNU88. OF Ed • 6' 0L EDGE O' OC. PELD. 4. *GLEE APPLIES TO ALL 671885. TOP AND BOTTLES FLAIE6, AND BLOWING. ELME= JONT AND SILL PLATE NAILING WALL E STAGGERED PER IBC TABLE 2306.41 NOTE (11 4 040408 BOLT 1PALI G 156'-0' OL U1E56 NOTED Ol1ERNL5E N SCREI'•1 F 114501 OF T ANCHOR BOLTS PER PIECE CP FOL5DATDN PLATE maim BOLTS SPACED NO GREATER 11401 D' 470 NO LES5 THAN 1 TINES THE AN710R BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE 33'53'<3' EASIER* AT ANOIOR BOLTS 00•881 RECESS BOLTS 6. ALL NALB FOR SEAR 11141._S SHALL *COMM OR5ALVA62ED BOX MALE GIRO) PER EC TABLE 2306.41 ALL SPECFIED NAILS NULL NAVE THE P011013/C DP@4IIX4 0d =mat (0131 DNA, 41' LOE41, 6d BOX (043 DIA. 711' LCNG4 LM U1TYN (0146' DIA. 3' LQ041 452 505 (056. 014, 3' LQG4 44 =FREE (0167' 0(4. 3Ij' Lab; 164 530ER (0146• DIAL 588• LOG), 5d COOLER (0066• DIA. 14' LONG4 5d COOLER Fans' D11 I J4 L.CNGI 1 IV No. 6 1313141411 SO788 (TYPE W OR 5) MAT BE 5885TNUTED FOR NAILS USED AS 52 COQ.ER OR 6d COOLER FOR OTPSUI BALL BOARD NEAR*, 5 PER EC TABLE 230645: L N LIM GE 33 VERTIC L5 AND BLOC KIM AT PAWL EDGES, 2 -h16 W 10.1 FACE NAILS STAGGERED AT 788E 581E *ACM A51218 5055 BASAE MAT E SUBSTITUTED. PLTWO(D EDGES 10 55 CENTERED 6518EB4 TIE 7•& MEET* (1385 ALTEMAME DOES NOT APPLY TO FQFOATIR4 SILL PLATES OR TO 114118 0114 8d EDGE NAILING AT 7' OC. OR 10d EDGE NAILING At 3' 0L OR 7' OL OR WALLS SL EA11E0 CFI 5014 68885) S 14010001145250615.21(56558(1241555151.51 STRAPS CAP4CTIT 1141' BE 5185TTNTED FOR (HOSE LISTED N 148 FILE 50EDILE COORDINATE UTE IVJl8ACIINER TO NEWT APPLICABILITY AND PROPER NSTALLATIQN MEI G05 CF SUBMITTED HARDBARE 0. 6014514 BLOWS REWIRED AT ENDS GE WEAR WALLS NEM FULL BEARNG B NOT PROVIDED 57 TIE Ri4113C BF10W 1581P1O11142P 710511 MOOR!1 EMILY SPACED, MAT BE 5E52(IUTED (VFW (UPOR 1(E K' DIA 581. PLATE NIOIOR BOLTS SPECFED. (lE O/ HASP REPLACE N 5• DIA 4NC80R 00.71 SHEAR WALL SCHEDULE L SHEAR WALL PER RAN W( OM 67108 AT 1401.00174 1041111 2. 4)0102 BOLT 5171.E 60.00114 PER PLAN INSTALLED PER 824(5.SPECS. 3. R21 BOARD PER PLAN 4. FLOCK MST SYSTEM PER RAN 5. ANCHOR BOLT MULLED PER MANE. [REGIME BEL= FOR ' SINE FER HOLDOIN) 6. CONCRETE 51E71 WALL PER PLAN 1. E70E7D ANCOR BOLT WI 4/ WIRER NR 4 ALL THREAD :00 HDLPONN ANODR Emma SI PSON LTT706 551816 513• STEPSON LT7131 6616(6 595 6 58•5014 807 551816 516' 601.5014 PIDS 651870 103' w-.-.*.....424.00FARTPW..6511825 7413' - 80P50 41M05 582826 7413' 145E 66151 884CNOR BOLT • 34 PLATE) TYPICAL ANCHOR BOLT HOLDOUN 1/4._H3 SCALE. We EXTENT OF LEADER (TWO BRACED BALL PNEI.W UPPER FLOOR SHEAR WALL KEY PLAN SCALE 7/6•= 1' -0- 569E: I /8 -'I'-0- (5 L )PER FLOOR WALL PER PLAN WI081 511105 AT STRAP M545111 7. RFT BOARD PER PLAN 3. BENT PER PLAN 4. FLOOR J0157 575TEM PER PLAN 5. STRAP TIE PER PUN CENTER 5TR-. ,.N RP1 • WAL1 TO 681 I CENTER STRAP 04 FLOOR 010FSEAG411 • WALL TO BEAM 6. LONER FLOOR WALL PER PLAN W7 OBI. STUDS AT STRAP m11421.11 TYPICAL STRAP TIE HOLDOWJ O g WALL TO WALL 4 WALL TO BEAM NI SCALE: V;.,, L SEAR WALL PER PLAN W OM STUDS AT HOLDOW 5645111 1 STRAP 11E 44010006 PER PLAN N5'ALLED PER NAM. SPECS 3. RN BOARD PDF PLAN F. FLOOR JOIST 575181 PER PLAN 5 CONCRETE 51E1 WALL PER PLAN TYPICAL STRAP TIE HOLDOU.N FOUNDATION Fit WALE We 1 LEADER PER RAN M1111 3'45') 2. MNM11(7)L4 5TID FRE13G 17P 3. FASTEN TOP PLATE TO READER W 7 BOYS 6 168 SINGER NAGS • TOO DP 4. 511504151424 STRAP TIE LEADER TO WALL 04 n H4 PORTAL FRAME CONSTRUCTION (FIELD BUILT) ECA c• M•P SECTION THRU WALL NUDE FACE 5. FASTEN SWATHING 70 READER W 6d 0011104 OR 0.415 BOX NAILS N 3' GRID PATTERN AS 580114 13' OC. N ALL R241-0* (51105, BLOCKING, SILLS) 17P. 6. 95 mewl 1400855 0X0 STRUCTURAL PAWL 51EA1HNG 1. FOR PANEL SPLICE (F NEEDED), PAEL. EDGES WALL BE 6LOCXED 1V 3x OR 171 7x, 1 00018 OI1H(4 74' CF 110 IEGHT. F 7x BLCLC.G 15 USED. FACE ME WI (31168 56KER5. 8 47¢16' 5184• TIE EMBOLI PER PLAN S 95' DIA AN(0440R 801.1 W' l' MN11M E118EOMENT. USE 8841010' PLATE 61514E8 11E45101 (TESTED 455010.71 TO. 1(0304TI014 PER RAN D. COW STRAP DE IIOLDOON FER RAN 74 5 SCALE. 1'.P (6 (6) (5 MAIN FLOOR SHEAR WALL KEY PLAN • 11111N0111 IM.1111•111111,1111111••=111111 r INTO L■1 111=111•11111 !4 I (1 R 1141481 (5 0 -_ i I (1 I II 14 PREVIEWED FOF PLA V O� APORfV!D MAR 07 2011 City of Tukwila BUILDING DIVISII 43 • MITI' OR FLOOR 0)411514041 MISSES 011 RAPIERS W 7x PER RAN 5E0&ED 10 TOP ATE W PRATING CUP PER RAN 1 DBE TOP PLATE - 1111 LAP 5R1GE 7C Of (8) 16d NAILS 4. READER PER PLAN 5. 13LOODEI MOD AT MUTING PR ET. EDGES AS OOCU 5) 6. 045E/SOLE RATE 0 BASE PLATE WANG PER 56EDILE 1. STRAP TIE PER PLAN NW ALLED PER MA41F. SPECS. 5. BOOR 1051 PER PLAN W CWT. 50.0 551 BOARD wEMIrIIOMIIM AIM =Mw 1,11•1•1111i (13 4 SOUA5H BLOWS REO'0 AT 8105 6 51E4R GALLS WERE ELL BEAFdG I5 NOT PROVIDED 57 FRAME 5E1.0 ) 0. STRAP TIE NOAOIPS PER FLAN INSTALLED PER MAIM5, SPECS. 4NC140R BOLT 11010045 PER RAN 151ALLED PER M443F. SPECS 0. MAN FLOOR JOIST5 PER PLAT LV 5OL0 CCNTN015 RIM BOARD (NOT RECD AT &LAB ON GRADE) p. PRESSURE TREATED SILL PLATE W( %' DIA 4NO40R BOLTS SPACED PER SHEAR WALL SCIEOLLE H ADDITIONAL FRAME* (4 801.00UN AS RE091(ELOIU END CF UPPER FLOOR SHEAR WALL RECE1VE6 NOTE: ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL. PLEASE REFER TO TI-115 . DETAIL FOR EXAMPLES a. ` IE_AR WAL..Ca011104S _SEE SHEAR. ly,/J.LJ.SCHED1A E,_ MAR pD V p�1 ��I q 4 KEY PLAN FOR SPECIFIC NAILING. HOLDOUN TYPES/LOCATIONS. 4 FRAMING SIZES. 1 TYPICAL SHEAR WALL ELEVATION ENt�- w J 0 w 1 U (1) Z JQ i3 >at JJ QY w0 IwZ swum IRO • Rmr I E 4O 8 05.15.06 PROJECT 1 4) L BASE PLATE EALING PER WEAR WALL SOECULE 2: 5NEAR WALL EDGE NAL6G PER SMEAR HALL SCHEDULE i SOLD CCMNJOUS 5351 BOARD TOE NAILED TO 511 N Ed NAILS • 6' QC. SECURE RM TO EAO4 WEST 51/ (7) 6d NAILS 5) 4. FLOOR JOIST PER PLANT SEOFED TO 61L2. PLATE W (2) 6d NAILS 61 5. TX PRESSURE TREATED SELL RATE 010. R SEAR WALL SC4EDILE 6 (1).4 REB.AR N UPPER O' OF MEN BALL () 4) L BASE PLATE NA 111 PER !NEAR WALL BOEOLE 7. 6NEAR WALL. EDGE NALNO PER SREAR WALL SCHEME 5 50.15 CONT17910I5 RIM BOARD TOE NAILED TO SILL 12/ IMd NAILS • 6' OG SECURE 1151 TO EACH JOST W ()Bd RAILS 5) 4. SLOCR JOIST BL05116 AT FLOOR 544)41) G PANEL EDGES (46.OL T SECURED TO SILL PLATE GPO) 6d N4L5 1. 54• DU. A1010R BOLT • 77. OL UNO. N 5MEAR5WLL SCHEDULE EV T 111. EMBEDMENT S 4 VERTICALS • 46' =LIE STANDARD HOCK REWIRED. ALTERNATE BENDS. NO SET 5ETf5Y FERATTED 4 16' •2 StORT 24' • 3 6TCRT 8' FOUNDATION STEM WALL 50 �, 3:••r S (7) 4 FEBAR C011N0U5 N FOORNG L BASE RATE NAI611 425 EDGE HALING 5ER SEAR WALL 50EDULE 2. 1 -!0157 PER RAN 5E05ED TO 551 PLATE OY a) 6d RAILS 3. 50.6) CCNTSWJS RIM BOARD WI 6d NAILS TO TOP AID EW1(01 CHORD CF 1401 JOIST 4. JO ST REIFORCE 41T WERE 4) REWIRED BY JOIST MALE. 6) 5 I -JOIST BL00011 SECURED TO 56.1. PLATE W 6d NAILS AT 6' O(1 6. WEPT MALL PER RAN 0 55 I -JOIST CANTILEVER AT STEM WALL 3 3;'•r (3) ES (4 L 24 5115 WALL W BASE RATE NAILING PER SEAR WALL SOPEPLE 2. EDGE NAILING PER SEAR STALL 50EOLE i 1.0151 PER FLAN SEOFED TO TOP RATE W 1216d NAILS 4. 50.15 CON154Xn75 TEM BOARD W 5d NAL TO TOP AND 8011261 CHOW) CF I -JOIST 1 TOE NAILED TO TCP SLATE 1151 6d RAILS • 6' O(1 5. BEATNG PANEL EDGE 1 EDGE HAUG PER SEAR CULL SOEDILE W 5104501( LTP4 • 41.0(1 NOTE F SHEATHING JONES ARE RELOCATED TO OCOR CN TIE RIK 146 01•601 1154114 r BE ELI91A115 60 OFLOOR JOIST BEARING AT STUD WALL E6 .r (6) l BEAM PER PLAN 2. DEE 1. TOP PLATE IV 5MP974 )5T0B SOAP 264 EXTERIOR FACE 1 KING STUD EXTENDED TO TOP OF BENZ ID (6)-6d NAILS TO BEAM (STAGGERED) EACH 50E 4. PLAIDED OR 268 FLIER AS NEEDED 5 NAIL PLIES CF BBLT SP Tx P06T 121)4 46d RAILS • D' OL (STAGGERED) a 51W4RD, GABLE FRAMING. OR BLOCK114 . (5) 6x 5EAM BUILT UP POST AT BEAM 5' • 7 STORT 6 O) 4 REB1R 004(1(155 14 5' • 3 STORT O8' FOUNDATION STEM WALL `°° I 5I G SCALE 37.7 L 2x 51U0 WALL W BASE RATE NALIG PER SEAR WALL 50EOLLE 5. 2X PRESSURE TREATED SILL HATE ONO. N SEAR WALL 5CIEOLE 6. (U M 1EBARN(7PERD' CF STEM WALL 1. 35' DIA ANCHOR BOLT • 12' O(1 UNO. N SEAR WALL 504051 5v 71'276016126 NT & 4 VERTICALS • 46. 0L STANDARD LOCK REWIRED. ALTERNATE BEND6,140 SET 5E1TNG PERMITTED 2. EDGE N4LIG PER 51EAR BALL SCHEDULE 3. 1 -40157 PER RAN SECURED TO TOP PLATE 51(7) 8d N41LS 4. SOLID C0NTN101L5 041 BOARD W( Dd TEAL TO TOP AID BOTT01 CHORD CF I -JOIST 1 TOE NAILED TO TOP RATE 1151 td NAILS • 6' OL. 5. 54EATTOG PANEL EDGE 11 EDGE NAILING PER SEAR 1411 50FDLLE 6. 511PTCN L1P4 • 46' O(1 1. 611P60111:460 STRAP AL6ED 11 STRAP STILE HOLDOUT PER PLAN CAROM BOLT STYLE 30.D06N5 TO BE EXTENDED TO WALL ABOVE ID CORER HIT AND ALL TREAD ROD) 6. 2.6 CRIME BALL W 51503 • We O(1 54E.AT1ED 4 NAILED W Sd WALLS • 4' O(11DGE 4 0.O(1FELD 9. 1(0.00014 PER PLAN 0. STEM BALL 4 500111 PER RAN OPONY WALL FOR USE ON SLOPED LOTS WALE WO (3) 4 7. 511D 1141 W' BASE PLATE NALIG FER SEAR WALL SC4EALE 7. EDGE RAL1G PER SEAR BALL SCHEDULE 3. 1-5051 8L00016 • FLOOR 51EATNIG PANEL EDGES 146' O(1) 6EO5ED TO TOP RATE W( (N Id RAILS 4. 50.1D LORD4545 111 BOARD W Ld NAL TO(CP APO BOTT01 CHORD CF 1(751 1 TOE NAILED TO TOP RATE 17114 6d NAILS • 6'00. 5 SIEATNIG PA71EL EDGE 1 EDGE NALIG PER SEAR WALL SOTEPLE 0 56'15004 L1P4 • 41' 0C. NOTE F SEA(1466 JOINTS AFE RELOCATED TO OCCUR 04 11E FURL 144E 55PSLN L1P4 MAY BE ELIMINATED L I -40137 BLOCKING ROARED - -- AT !WARM OR (NEAR WALLS ABOVE OR WEN J015T5 ARE NOT CO(1NIOU5 AT BENT 2. 5EC RE ELLCK Y TO BEAM 04 54 NAILS • 6' 0(1 3. I -JOIST PER PLAN 4. SEAT PER RAN 5. 7X OR SHEATHING CLEATS BON SIDES TO WORE BEAM 10 POST 6 '% . R 66 TREATED POST (4X6 MR AT BEAM SPLICE) 1. 561.604 A34 FRAMIG 4)Y}10R Wl CONCRETE NAILS B. ISOLATED OR C00I4100 SPREAD 50011.6 PER RAN O 52 INTERIOR FOOTING 9 BEAM SCALE LINE L FOOT6G PER RAN 7 PROUD! 4 5411(5)611)54 U ER D' PER 6151 WAL1 DETAIL 3. VERTICAL MBAR 55401 FER STEM WALL DETAIL 4. '4 MBAR 551104 BAR N ELEVATION 0 STEPPED FOOTING AT A2 SCALE NT5 SLOPED LOT FLOOR JOIST PARALLEL TO STUD WALL O FLOOR JOIST AT BEAM SCAB 3:'d 62 SCALE Y...r L BEAM PER PLAN 2. 2: 5110 BILL WI WILT UP PCST PER RAN (SAME MOTH AS BEAM 815115 1 5571501 A35 OR 1154 8014 5(0E5 OF 8E41110O. 4. BEAM SPLICE AS OCCURS BEAM AT BEARING WALL l 2x 54EAR 214L ABOVE (AID 01)0 5) PER SHEAR BALL SPEW -E. 1. 1 -5751 8LOOONG SECURED TO TOP RATE W 6d RAILS • 6' 0L 1 FLOOR JOIST PER RAN SECURE TO TOP PLATE ICU (7) 64 NAILS 4 2x SHEAR ROLL PER SEAR WALL 504)06.E OFLOOR JOIST AT INTERIOR SPEAR WALL 5, •26T 74' • 3 6TORT O 8' STEM WALL AT SLAB ON GRADE 53 SCALE y:.r L 54' DIA. ARDOR BOLT • 17' OG 01.0. 14 BEAR WALL SCHEDULE WE 1' MN P3'HEO'QN1 2. 2X PRESYRE TREATED BILL RATE 5740. N SPEAR WALL 574EDRLE 3. SHEAR STALL EDGE HALING PER 54EA4 BOLL SCHEDULE 4. 4' CONCRETE SLAB OVER 4' COMPACT ELL 5. REST GRADE OR SLAB AS ODORS . 6. (U 4 REB4464 W'PER 0'6 51EM WALL 1 • VERTICALS • 46' OCAS STANDARD 14COK REWIRED, ALTERNATE BEND6, NO WET SEIT40 PERMITTED EL (2) 4 MBAR GCS /41GUS N 500756 l3 O FLOOR JOIST AT BEAM SCALE 'To L R. JO(ST (C5E DR BOTH SIDES OF BEAM PER PLAN 11 JO ST RANGER PER MANE. 2. R. DIAPHRAGM EDGE N4LNG 3 BEAM PER RAN L W000 P051 0 411 551111LRAL COVER PER PLAN T POST 54(4 HARDWARE 3. 564451E0 GRADE OR SLAB AS OCCURS 4. IT DTA OR 50145E CONCRETE PEDESTAL (OPTIONAL) 5. (4) M VERTICALS WI STANDARD '1002. AT CONOEIE PEDESTAL 6. 9 TIES AT 12' 00. 1. ISOLATED OR CONTN10113 FOOTING PER RAN 54 OFOOTING AT WOOD COLUMN SCALE WO 64 O I -JOIST CANTILEVER SCALE ,r REVIEWED FOR CODE COMPLIANCE Aconf VpD MAR U 7 2Ui1 City of Tukwila -BUILDING DIVISION L BASE RATE N4L6 AND EDGE N4LNG PER SEAR BALL SCHEDULE 2. 1 -4751 PER RAN 5EO►ED TO 65.1. PLATE 017) ed 1(469 3. 10.0 0041847565 R11 BOARD W 6d NAILS TO ICI AND 50(T01010RD CF EACH JOIST 4. 9E8 511FFOER ANDK)R J75T FEIFOf3.'FP10411LERE REWIRED BY MOST MA45 5. 1-1751 BLOODY SEOIED TO TOP RATE 516d NAILS AT 6' 00. 6. 7. STUD WALL OR 8EA'1 PER RAN RECEIVED MAR 01 2011 PERMIT CENTER co 9✓ P 1- Z J 0 I Kowa in L ma I d o Ron0 10 " C(9 3 � dg 8 U) 40w 2 CC 6 Z O °m = e REVISION DATE, NR. 6858x16 71( UPDATED 05-L3-06 11( UPDATED DATE 05.2404 NT. T1 r. PROTECT S L 111155 D ROOF 6/F 41HNG FER FLAN 2. ix BLOCKSY TOE NAILED 30 PLATE ■/ (3) Ed NAILS (OPT. I) OR ATTACHED W N SM'BON • RBC PER BLOCK (OPT. 7) 3. EDGE NAI1.58 4. 557E+0H 275 • EACH TRUSS NSTALLED PER MFG. SPEC5. 5. 7x STUD WALL OR 1E471 PER PLAY OROOF TRUSS AT BEARING WALE WO 1 BEM PER PUN 7. 5000 POST OR COL14 PER PLAY 3. SIPSON ACE POST CAP UNO. 4. 5I1485C61 AC 701(1 CAP LINO. 5 BEAM SPLICE AS OCCUFG Ol4 WOOD BEAM AT WOOD POST SCALE: Y,•.r OGABLE END TRUSS l I SCALE 3: •r (7) I hl GJTRICGER • 45' OL 2. GABLE END MISS WY 54411144 PER SHEAR WALL 501EDLLE FOR WALL BELOW 3. h DIAGONAL BRACE • EFT OC 4 5EQ7RE BRACE T h 1LOO@G IL (3)10d NAILS 5 SCPSON 434 AT h BRACE 6. 4Z4C1.1 GABLE 1R15S TO BACKER BO4PD WV 10d MILE • 6' 0L 1, h CCNTPLNS BACKER BOARD 5EO1RED TO TOP PLATE IW led NAILS • 6' Of. 6. ROE 1RL•SE5 • 11' OL PER PLAY iU 6 46'40 max 1RB5 SPAN 112 LEDGER OMONO TRUSS TO WALL AT RIM WALE r'.r L TRB5 WV ROOF 514E41(1846 PER RAJ TO BEAR ON LEDGER LEE FACE FONT HANGER TO RM PER TIROS MANE. FOR SPAYS CHEATER THAN *FT 7. EE0GE NAILING 3. h BLOODY ATT40170 WV (7A6d NAILS PER STUD t. 001354581 h LEDGER WY 1 Raz CF Kd NA3.5 STAGGERED • 6' OC. fEA04 ROV) 5. SOLID 0011134 IS RM PER PLAN 6. 5417301 435 FRAMNG 42441 E AT £401 TRW L GIRDER TRUSS PER RAN 2. VALLEY TRIS5E5 OR CONVENTIONAL 0VE4FR4T 0 3. ROOF 5E41W84 CONRLNS BELOW OVERROANG TRUSS TOP 040805 WN 5E41144 BULL BE BRACED EE 7s4 • 71' OL ATTACHED WV (1) ■b NAILS PER TRUSS 4. ROCP TR155 PER PLAN 5. FACE TIOINT HANGER PER TRH NANF. O12 GIRDER TRUSS AT OVERFRAMING SCALE, %Y. OVALLEY FRAMING l3 SCALE f:'.r CODE COMPLIANCE F0R �� D MAR 072011 City of Tukwila BUILDING DIVISION L CONVENTIONAL h OVER FF4TING • 74' OL iV (4) 6d ICE NAILS TO VALET PLATE (SEE BELOW FOR /0ca I1}IDED 'LIES BASED 01 5P4N) 7 EDGE HELM 3. h VALLEY BOARD TO MATCH .^AFTER 4Y (71154 14AIL5 PER 'RISS 4. ROOF TROY TOPO4CRO GR RA•TER PER PLAN 5 CONT1430U5 SHEATHING BENEATH OVER98411114 OR 7x4 BR4CIE • N' 0.C. El 1 -16d NAILS PER TRIES FOR RAFTER SPANS BELOW USE 11E FOLLOI1NG SLEW. 2'-0' TO 6' -E' TO 5' -5' TO 0' -7' h5 O' -1' TO H .10' 2410 14,1E TO (45441£5 RA'100 • 14' 0L 11•50417 • 01.12757 PER TABLE R2051(3):OR •' 4) RECEIVED MAR 012011 PERMIT CENTER - 0 F W 0 J U I LW. Tan RCOO To ■ � 2 (9 7� C O MR U C G a eigW REM.40) 051E 5.43-01 1N 585 -b-06 1N PROJECT 5 UPDATED UPDATED DATE, 05 -75.04 NTT. TN PROJECT 5 . FILE COPY Engineering Group LATERAL ANALYSIS & BEAM CALCULATIONS 1901 Center Street Phone 253.284 -3100 EXPIRES: JUNE 5, 2009 IF THIS SIGNATURE IS NOT IN COLOR,' DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Plan 1933/2 December 13, 2007 2006 INTERNATIONAL BUILDING.CODE. 85 MPH WIND, EXPOSURE C, Kc, =1.00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D, /D, bt1 .os i 7 REVIEWED FOR_ CODE iU1PE COB11 AN APPRpOV ion MAR 07 2bi. Cityof►ila BUILDING DWVISPf ° RECEIVED MAR 01 2011 PERMIT CENTER Tacoma, WA 98409 Fax 253.284 -3183 Residential C' PROJECT: 1933/2 Engineering Group Residential Engineering Group, LLC 1901 Center Street - Tacoma, )1A 98405 Tel: 253 -284 -3100 Fax: 2584 -3183 Designer: Mark Mars, P.E. DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF WOODS : WOOD TYPE: JOISTS OR RAFTERS 2X. HF #2 BEAMS OR HEADERS 4X - 6X OR LARGER DF #2 LEDGERS AND TOP PLATES--------- ------ ------ _- _-- __- _- _-- __ - -HF #2 STUDS 2X4 OR 2X6 HF #2 POSTS 4X4 4X6 6X6 GLUED - LAMINATED (GLB) BEAM & HEADER. Fb =2,400 PSI, Fv =165 PSI, Fc (Perp) =650 PSI, E= 1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER. Fb =2,900 PSI, Fv =290 PSI, Fc (Perp) =750 PSI, E= 2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb =2,600 PSI, Fv =285 PSI, Pc (Perp) =750 PSI, E= 1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD Fb =1,700 PSI, Fv =400 PSI, Pc (Perp) =680 PSI, E= 1,300,000 PSI. HF #2 H F #2 DF #1 TRUSSES: ' _ , PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I-JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. 2/12/2007 Residential Engineering Group, LLC 1933 -2, New.mcd 17g ^a. • e Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253- 284 -3183 Designer: Mark Myers, P.E. LATERAL ANALYSIS : BASED ON 2006 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads. Roof and Floor diaphragms are considered flexible. SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2006 IBC CHAPTER 16 SECTION 1613 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. Seismic Design Data: —Soils Site Class D (Assumed) — Seismic Design Category D1 /D2 IE := 1.0 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) R := 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period 0', Site Coefficient based on Site Class & Ss (ASCE 7 -05 Table 11.4 -1) Site Coefficient based on Site Class & S1 (ASCE 7 -05 Table 11.4 -2) Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) W,wx Equation 16 -37 Equation 16 -38 Sms Ss•Fa Smi S1•Fv Roof Slope Adjustment Factor: Plan Area for Each Level: 47.0114. 75dft S1 (Upper Roof Main) a11006fft (Lower Roof Main) (Upper Floor Main) Sms = 1.58 Smi = 0.6 Equation 16 -39 Equation 16-40 S = 1.12 2 SDS —Sms 2 SDI 3 —.Smi Plan Perimeter for Each Level: (Upper Floor Main) (Lower Floor Main) SDS = 1.05 SDI = 0.4 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd 2 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 9840c. Tel: 253 - 284 -3100 Fax: 253 -X54 -318 Designer: Mark Myers, P.E. Weight of Structure at Each Level: $to' 111jeihta Shear at each Level: (F. SDS. W 1 ) VIE:- R V2E [F-SDS.(w2)] Total Base Shear: F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building VIE = 3525.53 lb V2E = 6095.061b F• SDS• W ) VE R I VE = 11010.991b Equation 12.14 -11 Weight of floors include weight of floor framing, flooring material, insulation, and 5psf for miscellaneous partition walls. 12/13/2007 Residential Engineering Group, LLC 1 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 9840E Tel: 253 - 284 -3100 Fax: 253 - 284 -318? Designer: Mark Myers,P..E, WIND DESIGN :'SS THA 610; F; E7`'IN HE iGHTr;' W ND EXPOSU.RI Mean Roof Height as per Sec. 6.2 Wind Speed Miles per Hour (Figure 6 -1). Kd := 0.85 Wind Directionality Factor (Table 6 -4). () 2.01 ( h K h �= zg Topographic Facto,,, Kh = 0.93 I := 1.0 4 Important Factor (Table 6 -1). Per Table 6 -2: zg = 1200ft & a = 7.0 for Exposure B zg = 900ft & a = 9.5 for Exposure C Velocity Pressure Exposure Coefficient (Table 6 -3). L tz %a"n i'2r'°'"SK :•� ; �• :'N" P4"lis: A4'f4°- �"rt„' =1 ':;r."'r"�.,a,'"r IR7i i' ATtl:::•ri .n rRm ith bwf �g d dM., f e ° p- °s 2 Kzt := (1 + KI•K2•K3 K1 = 0.85 )2 Kzt = 1 K2 := 1 – — µLh Internal Pressure Coefficients (Figure 6 -5) GCpi :_ .18 +/- z := h K2 = 0.75 1 (–y.z) Lh K3 := e 1(3 =0 External Pressure Coefficients w/ Roof Pitch = 6/12 (26.6 degrees) Front to Back & 6/12 (26.6 degrees) Side to Side Taken from Figure 6 -6 (w/ G =0.85 per Section 6.5.8.1) Front to Back: Lfb h Lfh := 4111 Bfh := 37ft — = 1.11 — = 0.56 Bfb Lfb Windward Wall Windward Roof Leeward Roof Leeward Wall Side to Side: Lss := 37ft Bss := 41ft Velocity Pressure ( qh) Evaluated at Mean Roof Height (h) (Equation 6 -15) qh 0.00256•Kh.Kzt.Kd ' v24 qh = 14.6 Design Wind Pressures p = ghGCp - ghGCpJ (Equation 6 -18) Lss = 0.9 Bss Windward Wall Windward Roof Leeward Roof Leeward Wall h = 0.62 Lss 12/13/2007 Residential Engineering Group, LLC 4 1933 -2, New.mcd Z-44 Sf I.• . • v z4 _ 1111111114. uue. JIIIIIIII IIII11111.. ,41111111111111 - 11�J11111111e. •11111.11111.11111' — 11111111111111111... 411111I1111I.IIIIIIIIII JIIIM11111111111111111.,_ IIt11111I11111111111111111 11111 1 .11111.11111/11111.1111111._ •11111.11111IIIuIII111111111111 111111. 111111111111 .11111IIuII.11111111111 A11111I/UI III II I I II I I II 11111111111111111111lI I I I Ii I IL I I II L I I I II II I RII II II Ill II II�I12111111111 .11111111111.11111.IIIIIIIIIJII 111111111q .111111111111111111111111.11iil 1i11:I1111111IlI11111■rili 1III IIIII II11Il11111/1111111111.1III 1111111III 11111111111.. 1111:11111. 11111. IIIIlI11I! I11111aI11IlII11IlI1n1111U1II1111I 11111. 11111I11111111IIII1111IIIIIIIU ._ Iliinnunnunnunnluunlnululmnnlununminnluuwnuunullnnluuauunlnm. 11I1111111I111111111III11111111111111II■ 111111111111III11112111I111111161111111111∎ 111 /1 UIII1111111111111111I11111e.. • el II�I1111�11111�1111�11111�1111�11111�11111�1111: �IIIII�IIIII11111111111�11111�11111�111/ I�I111�111IIIIIfi�1111�I1111�I111 ,. Z3 S zeta NINE= 111■ 111 I I!. U �_ I Ai- 1 -1 e RIGHT ELEVATION 1111111111111111 1,I_ , 4111.11111.11111111111.1111'• 111g.n. ..i111111.111.1111111111111111111111.131111111.111111. u' 1n171.l1 unI11I1nu111n1nunll1,.l. n li •.- ,.u1. ,1.1Ii111e11_1 11.. -"1111111111111111111111111111111111" ,dIIIIIIIIIIIIIIIIIIIIIe_ •1ylt uliuu 1.1I1u�'- _. ,.1111Jl1111111p111111IlIIIl11.. .Q1iJIIHi Ilil l'uI1D ine1_ 1,41111111111 I1 11 4 . n /1U111W 1IJIl.... _lgn�iiuuumIII .111 1 l I 11I11I11III10.../11111111111, III.11II111I1I1I11I1I-11I1I- 11m11III1I11II. -41111111111111111 - 1111111•111111111..., 1111•111111111..., 1 1111•111111111..., II1I1p1111•111111111..., I1u1. .IIi111111 11111111... 1111 1111... .41111111111111111111111/ 111111111111111111111%. I11I.1.n1'1.. 1. .u1111111/1nII pII IIII111IUIU11111 11b11r 1. "RIIIIIII I Maria I, 111V/11 MIN a•i- .w■1111111■1 I- 11.••111111/..... • EINIIIILLYA1124 u pp6R R.00 F = 132_1 sF- Lot t)?- 20o f Pla Ft00R C -2,c1 v cif 1oag 1 7 LEFT ELEVATION n REAR ELEVATION Residential Engineering Group PROJECT: 1933/2 Residential Engineering,Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Mye%, P.E. The Internal Pressures on Windward and Leeward Walls & Roofs will offset each other for the lateral design of the overall building and will therefore be ignored for this application. Front to Back: pfl := gh.(GCpfl)•psf Pf2 = gh•(GCpf2)•psf Pf3 gh.(GCpf3).psf Pf4 gh'(GCpf4).psf pfl = 11.681b ft-2 pf2 = 2.921bft-2 pf3 = -8.76 Ib ft-2 pf4 = -6.94 Ib ft-2 Windward Wall Windward Roof Leeward Roof Leeward Wall Wind Pressure at Upper Floor Wall & Roof (Front to Back): Wind Pressure at Main Floor Walls (Front to Back): Wind Pressure at Upper Floor Walls &Roof (Side to Side): Wind Pressure at Main Floor Walls (Side to Side): Side to Side: psi := gh.(GCpsl).psf Ps2 gh.(GCps2)•Psf Ps3 gh-(GCps3)•psf Ps4 gh.(GCps4).psf ViW= 7381.921b V2W = 6311.561b V3W = 7175.661b VqW = 7038.39 lb But not Tess than 10 psf over the projected vertical plane. ViW= 7381.921b V3 W = 7175.66 Ib Psi = 11.681bft 2 ps2 = 2.921bft2 Ps3 = — 8.761bft 2 Ps4 = —7.31b ft-2 Windward Wall Windward Roof Leeward Roof Leeward Wall V2W = 6311.561b V4W = 7038.391b 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma", WA 98409 Tel: 253 - 284 -3100 Fax: 253 -284 -3183 Designer: Mark Mye65, P.E. WALL AA: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: Wind Force: Story Shear due to Seismic: Distance between shear walls: 5}Laaa, = 11.62 ft vaa = 308.761b ft 1 vaa = 400.99 Ib ft-1 — Co Overturning Moment on 14ft Wall: OTM := vaa•Loo•Pt Dead Load Resisting Overturning: Loa DLRM := WR 2 Holdown Force & Net Uplift: = 41.07 Plate Height: OTM = 14380.651b ft Seismic Force: Eao = 145.211b ft 1 DLRM = 2291.23 lb ft HDFaa OTM – DLRM Co•Laa HDFaa = 2730.53 lb Base Plate Nail Spacing (2005 NDS Tablel1 N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.6 Bp := CD ZN Co Bp = 0.49 ft Per Nail vaa Eaa = 188.59 Ib ft Co Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 860•lb CD := 1.6 ZB := As•CD ZB = 13761b ZB•Co As := As = 3.43 ft Per Bolt vaa Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vaa = 400.991b ft -1 Eaa = 188.591b ft 1 BP = 0.49 ft As = 3.43 ft HDFaa = 2730.53 Ib Co Co 12/13/2007 Residential Engineering Group, LLC 4 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LL( 1901 Center Street - Tacoma, WA 9840' Tel: 253 - 284 -3100 Fax: 253 - 284 -318 Designer: Mark Myers, P.E WALL BB: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length. ib 4125 Percent full height sheathing: Wind Force: vbb = 265.77 lb ft -I vbb = 332.21 lb ft -] Co Overturning Moment on 10ft Wall: OTM := vbb-Lbb- Pt Dead Load Resisting Overturning: Lbb DLRM := WR -- 2 Holdown Force & Net Uplift: Story Shear due to Seismic: Distance between shear walls: Lbbw = 13.5 ft % = 50 Seismic Force: Ebb = 106.5 lb ft -1 Plate Height: OTM = 10763.491b ft DLRM = 832.5 lb ft. OTM - DLRM HDFbb Co -Lbb HDFbb = 2482.75 lb Ebb = 133.121bft 1 — Co %1�6�S eafl��iig wl �aL ti rfir; inn Capacity ��1plff ;eism�cVa tar 42,ip Base Plate Nail Spacing (2005 NDS Tabie11N) Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 518" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir ZN := 122 -lb CD := 1.6 B CD ZN Co Bp := vbb Shear Wall Summary: Wind Force: vbb lb ft 1 = Co BP =0.59ft Seismic Force: Ebb -1 = 133.121bft Co Per Nail As := 860•Ib CD := 1.6 ZB := As•CD As := ZB Co As = 4.14 ft Per Bolt vbb B.P. Nailing Spacing A.B. Spacing Holdownforce: Bp = 0.59 ft As = 4.14 ft HDFbb = 2482.75 lb ZB = 1376Ib Hoide srlf pes �f1115T48'�8�ST62 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering „Group, LLC 1901 Center Street - Tacoma', WA 9840c Tel: 253-284-3100 Fax: 253-284-318:: Designer: Mark Myets, P.E WALL CC: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: Wind Force: vcc = 123.03 lb ft1 vcc -1 — = 129.51 lbft Co Overturning Moment on 33ft Wall: 30 OTM := vcc.Lcc.Pt ik4-4-a!s4 Dead Load Resisting Overturning: r= avic,IPer 4-$1 Wrif41•A pt 6 4 ._ i :1414iikothz DLRM := WR.— 2 Holdown Force & Net Uplift: OTM - DLRM HDFcc Story Shear due to Seismic: Distance between shear walls: Lcc = 30ft 07, ,ttuFirg 110 % = 90.91 7471P 531ib Seismic Force: Ecc = 41.131bft1 Plate Height: ta= OTM = 29896.771b ft DLRM = 29970 lb ft Co' LCC HDFcc = -2.571b Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162"x3.5") Nails & 1-1/2" Plate Hem-Fir Z1,1 := 122.1b CD := 1.6 CD.ZN.00 Bp :- B - 1 • 51 ft P Per Nail vcc Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem-Fir As := 860.1b CD := 1.6 ZB := As.CD ZB. C0 As := As = 10.62ft Per Bolt vcc Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing _ A.B. Spacing Holdomin Force: = 129.51 Ibft 1 Ecc - 43.31bft vcc -1 Bp= 1.51ft Co Co 1010.1 r Awn, 6.9LttA.,t,Z21' '' 3 As = 10.62ft HDFcc = -2.571b ZB = 1376Ib 12/13/2007 Residential Engineering Group, LLC 11 1933-2, New.mcd es dentia0 Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 -284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. WALL DD: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: vdd = 167.77 lb ft 1 vdd — = 167.771b ft 1 Co Overturning Moment on 22ft Wall: OTM := vdd•Ldd -Pt Dead Load Resisting Overturning: Story Shear due to Seismic: Distance between shear walls: Ldd„, = 22ft % = 100 Seismic Force: Edd = 56.091b ft 1 Plate Height: Pt81 OTM = 29896.771b ft DLRM := WR• Lad DLRM = 16117.2 lb ft 2 Holdown Force & Net Uplift: HDFdd OTM – DLRM Co.Ldd HDFdd = 626.341b Base Plate Nail Spacing (2005 NDS Tablel 1 N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir 1 Ups Edd = 56.09lb ft-1 Anchor Bolt Spacing (2005 NDS Table 11E) ZN := 122.1b CD := 1.6 CD•ZN•Co Bp := Bp = 1.16 ft vdd Per Nail AS := 860•Ib ZB•Co As :_ vdd CD := 1.6 ZB := As•CD As = 8.2 ft Per Bolt Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B.-Spacing Holdown Force: vdd 1 Edd 1 B = 1.16 ft As = 8.2 ft I- DFdd = 626.34 lb = 167.77113 ft — = 56.0916 ft' P Co Co ZB = 13761b -mss �: i ' oldow . 12/13/2007 Residential Engineering Group, LLC 1933 -2, New.mcd - .- ;1916 IgG4,01Z <?‘ I Y\V T ft 5 14*-- 1/' cifY. 94-S to / LA' v t UV- Irfiliael3A2E evv2 t ‘;etgoL- ;Jo MAN FLOOR PLAN Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 9840E Tel: 253 - 284 -3100 Fax: 253 - 284 -3182 Designer: Mark Myers, P.E. WALL A: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: Wind Force: va = 303.11 lbftl va 1 433.02Ibft = Co Overturning Moment on 15.5ft Wall: OTM := va•La Pt Dead Load Resisting Overturning: Story Shear due to Seismic: Distance between shear walls: Law = 17.5ft % = 48.39 95.:0 ere eIBC�Tt1ey2 Seismic Force: Ea = 136.021b ft -1 Plate Height E)t8ri1 OTM = 18414.23 1b ft L a DLRM := WR• DLRM = 6446.251b ft 2 Holdown Force & Net Uplift: HDFa OTM - DLRM Co-La Ea 1 = 194.31 lb ft Co HDFa = 2279.61 lb HDFa 1 := HDFa + HDFaa HDFa 1 = 5010.141b Base Plate Nail Spacing (2005 NDS Tabie11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.6 CD•ZN•Co Bp :— va BP —0 .45 ft Per Nail Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 860 -lb CD := 1.6 ZB := As-CD ZB = 13761b As := ZB Co As = 3.18 ft Per Bolt va Shear Wall Summary: Wind Force: Seismic Force: B.P: Nailing Spacing A.B. Spacing Holdown Force: va = 433.0216 ft 1 Ea = : 94.31 lb 8 1 Bp = 0.45 ft As= 3.18 ft HDFa = 2279.61 lb Co Co 12/13/2007 ii Residential Engineering Group, LLC 14 H IdoWrt.', Mllpes :.$114W-4.91, S T 1p8F HDFa1 = 5010.14 Ib ;Simps9n1 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma WA 98409 Tel: 253 -284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myetis, P.E. WALL B: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: Wind Force: Story Shear due to Seismic: Distance between shear walls: Lbw = 14ft % = 100 vb = 417.95 Ibft vb = 417.951bft Co Overturning Moment on 6.5ft Wall: OTM := vb-Lb-Pt Dead Load Resisting Overturning: Seismic Force: Plate Height: Eb = 209.671b ft-1 OTM = 22005.01 lbft Lb DLRM := WR• 2 DLRM = 2547.67 lb ft Holdown Force & Net Uplift: HDFb OTM - DLRM Co-Lb HDFb = 2993.441b Base Plate Nail Spacing (2005 NDS Tabie11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 CD -ZN • Co Bp := Bp = 0.47 ft Per Nail vb Shear Wall Summary: Wind Force: Seismic Force: vb = ft1 Eb b = 209.671bft-1 — Co Co Eb = 209.671b ft 1 Co Anchor Bolt Spacing (2005 NDS Table 11 E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 860 -lb CD := 1.6 ZB := AS•CD ZB = 13761b ZB-Co As:= As =3.29ft Per Bolt vb B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp =0.47ft As = 3.29ft HDFb = 2993.441b tRalOi 12/13/2007 Residential Engineering Group, LLC is 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LL( 1901 Center Street - Tacoma, WA 98405 Tel: 253 - 284 -3100 Fax: 253 -284 -318: Designer: Mark Myers, P.E WALL C: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: Wind Force: vc = 351.11 lbft vc 351.11 lb ft 1 = Co Overturning Moment on 6.5ft Wall: OTM := vc•Lc- Pt Dead Load Resisting Overturning: Story Shear due to Seismic: Distance between shear walls: Lcw, = 19.5 ft % = 100 Plate Height: OTM = 18486.19 Ib ft Seismic Force: Ec = 172.681bft 1 Lc DLRM := WR•- 2 DLRM = 2560.35 lb ft Holdown Force & Net Uplift: HDFc :- OTM - DLRM Co-Lc HDFc = 2450.13 Ib Base Plate Nail Spacing (2005 NDS Tablel l N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.6 CD•ZN•Co Bp :_ vc Bp = 0.56 ft Per Nail Shear Wall Summary: Wind Force: Seismic Force: vc = ft 351.11 lbft 1 E - = 172.681b1 Co Co 12/13/2007 eP Ec = 172.68 lb Co -1 16 "`Stir 4 ap ac. a S,E181T1�C '�'- dnails Anchor Bolt Spacing (2005 NDS Table 11E 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 860-lb ZB•Co As :— vc B.P. Nailing Spacing A.B. Spacing Bp =0.56ft As =3.92ft Residential Engineering Group, LLC CD := 1.6 ZB := As•CD ZB = 13761b As = 3.92 ft Per Bolt Holdown Force: HoldovunTvpes msPAri Hp1 HDFc = 2450.13 Ib 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LL( 1901 Center Street - Tacoma, WA 98405 Tel: 253 - 284 -3100 Fax: 253 = 284 -318: Designer: Mark My rs, P.E WALL D: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: Wind Force: vd = 220.86lbft -1 vd — = 220.86 lb ft Co Overturning Moment on 31ft Wall: OTM .= vd•Ld•Pt Dead Load Resisting Overturning: Story Shear due to Seismic: Distance between shear walls: Ldw =31ft aX Operun % = 100 per BC Tr Seismic Force: Ed = 129.26 lb ft-1 Plate Height OTM = 55458.571bft Ld DLRM := WR• 2 DLRM = 58236.6lbft Holdown Force & Net Uplift: 1IDFd OTM – DLRM Co.Ld HDFd = -89.61 lb Base Plate Nail Spacing (2005 NDS Tablel l N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122•1b CD := 1.6 CD•ZN•CO Bp := Bp = 0.88 ft Per Nail vd Ed = 129.261b ft -I Co Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 860.1b CD := 1.6 ZB := As -CD ZB = 13761b ZB. Co As := As = 6.23 ft Per Bolt vd Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vd = 220.86 lb ft -1 Ed = 129.26 lb ft 1 Bp = 0.88 ft — C� Co As = 6.23 ft HDFd = - 89.611b 12/13/2007 Residential Engineering Group, LLC /-1 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253-284-3100 Fax: 253-284-3183 Designer: Mark Myers, P.E. WALL E: Story Shear due to Wind: Bldg Width in direction of Load: Shear Wall Length: Percent full height sheathing: rLi 118)fef Story Shear due to Seismic: Distance between shear walls: Lew = 3.76 ft ve = 765.66 lb ft1 ve -1 = 765.66 lb ft co See APA Technical Topic TT-100B "A Portal Frame with Hold Downs for Engineered Applications" (Emphasis Added) '6114iftiNijei 11.6.10,W, rw" Rejinatb?jjj aXIMUln.%Vei . ininfurn 7,4116W6itritiviifiwriVIET001, Shear per Panel: Fe = 1435.61b O.K. See Portal Frame Construction Detail on Structural Sheets for framing, nailing and holdowns. 6,47F:7: enia eigtrtp. • erefo:re1; pen, a e,230 Seismic Force: Ee = 389.05 lb ft 1 rtIrgtrmA,M. 4142AL z=k Ee 1- — = 389.05 lb ft Co 12/13/2007 Residential Engineering Group, LLC 1933-2, New.mcd MR ca1iOiN TRUSSES • 24' OC. AS PER MCI SPECS. TTP. I- nnn.n£nn• PCP nrmimp% p.m AI n inn in 1 111n 11 WALE s % , e I' -®' It /FR CO/ICR TRJ55E5 • AS PER MG. SPECS. TTP. CAscAI5E Residential Des'gn, Inc. 102 South 26th St. • Tacoma, WA 98402 253.284.3170 • 253.284.3183 fax email: cascade@ix.netcom.com Ers �ITEMI I. IUU WM E EiE� memo , 11111E e i ° aril , LSD 31, _ k S c.' Q\ I d P F rr Iaia1iAM ). ; i ,�pgt T1.l. if 6x P 041116111121.01111 Ea xv :... AMMO E IBMILISSILIMIOR I ; 4ot2 hF 2, ' L _. _40, • ME — 1N. MIMEMIANNE •Em EEE E EEEEum� EEEEEE mil Mile E . rim P, . �' 4 1i r W \ EE - I uM 4 intro n MUM EEE � EE1EE E� EU II Job Name Location F�-1Fk1 °(9,, 3 /2 Job Number Sheet Technical Representative By M P ,. 2n of °/'15-0,6 Date Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined V Center Span 8.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900 0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Rev: 580000 User KW-0605873 Ver 5.8.0-1- Dec - 2(x)3 (c)1S83 -2003 ENEI CALC Engineering Software Description Beam1 Title : Dsgnr: Description : Scope: Job # Date: 9:14AM, 13 DEC 07 General Timber Beam 1933- 2.ecwwColcula ions !General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf 0.00 ft 0.00 ft 0.00 ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary 195.00 #Jft 195.00 #/ft 270.00 #/ft 270.00 #/ft LL @ Left LL @ Right LL @ Left LL @ Right 325.00 #/ft 325.00 #/ft 450.00 #/ft 450.00 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 5.000 ft 5.000 ft 8.000 ft Span= 8.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 4.30 fb 1,125.29 psi fv Fb 1,035.00 psi Fv Depth = 9.25in, Ends are Pin -Pin 1.087 1 4.7 k -ft 4.3 k -ft at 4.224 ft at 8.000 ft 4.68 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft LDeflections 94.43 psi 207.00 psi Overstressed in Bending ! Maximum Shear' 1.5 Allowable Shear: Reactions... Left DL Right DL 3.1 k 6.7 k @ Left 2.22 k @ Right 2.60 k Camber: @ Left 0.000 in @ Center 0.084 in @ Right 0.000 In 0.85 k 0.99 k Max 2.22 k Max 2.60 k Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.056 in 4.032 ft 1,707.9 • D.L. Deft) ... 0.084 in 0.000 in 0.000 in Total Load -0.147 in 4.032 ft 653.70 Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length /Deft Z( Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev 580000 ' User. KW- 0605673, Ver 5.8.0, 1 -0ec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:14AM, 13 DEC 07 General Timber Beam Description Beam2 1933 -2. ecw: Calculations General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 270.00 #/ft #/ft #/ft LL LL LL 450.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 546.45 psi Fb 1,035.00 psi = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.528: 1 2.3 k -ft 4.3 k -ft 2.27 k -ft at 2.500 ft 0.00 k -ft at 5.000 ft 0.00 k -ft 0.00 k -ft 4.30 fv 58.63 psi Fv 207.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.9 k 6.7 k @ Left 1.82 k @ Right 1.82 k Camber: @ Left 0.000 in @ Center 0.016 in @ Right 0.000 in 0.69 k 0.69 k Max 1.82 k Max 1.82 k Deflections Center Span... Deflection ...Location ... Length /Deft Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.011 in 2.500 ft 5,682.9 " D.L. Defl) ... 0.016 in 0.000 in 0.000 in Total Load -0.028 in 2.500 ft 2,166.78 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 -User. KW-0805873, Ver 5.8.0, 1 -15ec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 9:14AM, 13 DEC 07 • General Timber Beam Description Beam3 !General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1933- 2.ecw:Calculations 6x8 LFull Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 5.500 in 7.500 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base aliowabies are user defined 11 Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc AIIow E 9.00 ft ft ft 675.0 psi 140.0 psi 405.0 psi 1,100.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 68.00 #/ft #/ft #/ft LL LL LL 113.00 #/ft #/ft #/ft Span= 9.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.578 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 448.44 psi Fb 776.25 psi [Deflections 1.9 k -ft • 3.3 k -ft 1.93 k -ft at 4.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 3.34 fv Fv 26.91 psi 161.00 psi Maximum Shear * 1.5 Allowable Shear. @ Left Right Camber. @ Left © Center @ Right Reactions... Left DL Right DL 0.35 k Max 0.35 k Max Beam Design OK 1.1 k 6.6 k 0.86 k 0.86 k 0.000 in 0.080 in 0.000 in 0.86 k 0.86 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 • D. @ Center @ Left (di Right Dead Load -0.054 in 4.500 ft 2,012.8 L.Defl)... 0.080 in 0.000 in 0.000 in Total Load -0.132 in 4.500 ft 817.67 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft z3 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 • l Rev: 580000 - -User. t(W 0605873; V 58.0; 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:14AM, 13 DEC 07 `General Timber Beam Description Bearn4- GARAGE DOOR HEADER General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 4x12 3.500 in 11.250 in Sawn 1.150 Pin -Pin 32.500 pcf 1933 -2.ecw :Calculations Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir- Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 16.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 30.00 #/ft #/ft #/ft LL LL LL 50.00 #/ft #/ft #/ft Span= 16.00ft, Beam Width = 3.500in x Depth = 11.25in Max Stress Ratio 0.447 : 1 Maximum Moment 2.8 k -ft Allowable 6.4 k -ft Max. Positive Moment 2.84 k -ft at 8.000 ft Max. Negative Moment 0.00 k -ft at 16.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 6.37 , Ends are Pin -Pin fb Fb 462.32 psi 1,035.00 psi fv Fv 24.06 psi 207.00 psi Maximum Shear * 1.5 Allowable Shear. Reactions... Left DL Right DL Camber: 0.31 k 0.31 k Beam Design OK 0.9 k 8.2 k @ Left 0.71 k @ Right 0.71 k @ Left 0.000in @ Center 0.129 in @ Right 0.000in Max 0.71 k Max 0.71 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center @ Left @ Right Dead Load -0.086 in 8.000 ft 2,224.9 L. Defl) ... 0.129 in . 0.000 in 0.000 in Total Load -0.197 in 8.000 ft 973.37 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Z41 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 4'Qb .aIiFLR JSTS • W' OLi or 1174T4 0 54-5.A) 6„,611 (t. �„ SjM9ON ,G L.TVS�s�I.ZS" UPPER FLOOR FRAMING PLAN 3-5 xo ■ QI+AI r I.1 P m' ZS� - H D E t6 0 CASCADE Residentia Des'gn, Inc. 102 South 26th St. • Tacoma. WA 98402 253.284.3170 • 253.289.3183 fax email: cascade@ix.netcom.com Job Name Location -R .,A lq 33 42 UP`Pt. Ik 1-Look RLI Sheet of Job Number Technical Representative By TZ.cr r ° Date —r`3- dilii WV filw RI e.r. ,, 0 : X l 0 __I ■■ ■■ 0E-4# 2_ L-7- - k, AIME iwt_+: P 0 EN MEM I MEM 161.131110111 ■ ■r ,, ■ ■ ■■■■■■■ ■r M ■ ■■ MD ■ ¢ ■. tri Bill �� Ii,111iiII(ov PM MO 11111!! . an. ■ ■m 'PI I. II■� 1111 ■■■ - �� ii''ikiIi: ■r■■ O.r.�.��,r A. ■ ■■ irk 1 ■ IIIIII MIL Irlr ■ ■ ■� 1.j 1-111 _ , ■ PIE 1 ► .`. •� L .. m will PM II 2 ' p 1111 ■.�i,fl�rrlt ■ 1111- ■■ ■iiimni ■ MIMI 111.111/1 1111111•111111.1111111. ' 11 11 IN� ■■ ■ �"�,.,"^ir —ra. ICU .- ■Ti ■iii �+ , ■i ■ ■■ iii ■■ ►.gill N• ■■■ 11-11 Ifig a ■: I L ■II ...V Job Name Location -R .,A lq 33 42 UP`Pt. Ik 1-Look RLI Sheet of Job Number Technical Representative By TZ.cr r ° Date —r`3- AAA CASCADE Residentia Design, Inc. 102 South 26th St. • Tacoma:WA 98402 253.284.3170 • 253.2843183 fax ernai1: cascade@ix.netcorr , com Job Name _. U11 C4 .2. . Location lA P? ]Lver/L 1 , -- i A Technical Representative Job Number Sheet of D-1 By Date 1 " r plEMIERNE ■' ■■ ' ■■■I ■ ■■ ■■■ ■■ ■ ■ ■ ■■ ■ El ■et t Wilarkirs IN I111 1111 1,: rill. IIIMMIL, ■ IiV IIUMmnoM_ ■■ ■ �; _ _ _ .' . EL PIEMENTE aMM r el mai II m MBII ■ ■ ■ ■■ ■ FEI a:■uwo m. 1 1 1 � '! r1 it 1i m `� ± �: ■ ■ ■ ■. 11 ■ ■ ■■ �_ ■I { ■ ■■irrlMi■ ■ MI ■ iEMcEorm 11WAN S1 IC, W MEMEMMMEM ■'r�■ nd■ or Mil il Mr riagnifi■■ 11111=IMME ■■ • a Iralammilwasommirmairarii0 ■ m , A ' ■■■ ■■ ■ III ■■■■■ ■ ■ ■■ ■ ■ ■■ III ■ ■ ■BMW ■ ■ �1 iiii ■ • � ■ ■■ . ■■■ . ■ lom it ■■ 1 ■ ■■�m■■lt r �• i1 ■■ i Maliffillit+WEIM II IMENIEWNISMItk 1111111EIMPEMOn7;-- M In . L fil ALIN" M -irrearin_ mm Wer la i MEMNINI CMIMNIMWM INIVELLAV Job Name _. U11 C4 .2. . Location lA P? ]Lver/L 1 , -- i A Technical Representative Job Number Sheet of D-1 By Date 1 " r Title : Dsgnr: Description : Scope : Job # Date: 9 :14AM, 13 DEC 07 Rey: 580000 --User. KW- 0805873,-Ver-5.8.b, 1- Dec -2003 - (c)1983 -2003 ENERCALC Engineering Software Description Beam5 General Timber Beam 1933 -2 ocw:Calculations General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary I 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 8.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 84.00 #/ft #/ft #/ft LL LL LL 280.00 #/ft #/ft #/ft Span= 8.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 714.17 psi Fb 900.00 psi Depth = 9.25in, Ends are Pin -Pin 0.794 ; 1 3.0 k -ft 3.7 k -ft at 4.000 ft at 0.000 ft 2.97 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv Fv 55.60 psi 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Camber: 0.37 k 0.37 k Beam Design OK 1.8 k 5.8 k @ Left 1.49 k @ Right 1.49 k @ Left 0.000 in @ Center 0.034 in @ Right 0.000 in Max 1.49 k Max 1.49 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.023 in 4.000 ft 4,213.7 * D.L. Defl ) ... 0.034 in 0.000 in 0.000 in Total Load -0.093 in 4.000 ft 1,036.19 2q Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 i i Title : Dsgnr: Description : Scope : Job # Date: 9:14AM, 13 DEC 07 Rev. 580000 User... ICW-0605873,-- VerS;8.0, 1- Dec.2003- (c }1983 -2003 ENERCALC Engineering Software General Timber Beam Description Beam6 1933- 2.ecw:Calculations General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 4x10 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ret: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 5.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 It Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 108.00 #/ft #/ft #/ft LL LL LL 400.00 #fft #!ft #/ft Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.430 : 1 1.6 k -ft 3.7 k -ft at 2.500 ft at 0.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 387.17 psi Fb 900.00 psi 1.61 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv 41.54 psi Fv 180.00 psi Maximum Shear * 1.5 Allowable Shear. Reactions... Left DL Right DL Camber: 0.29 k 0.29 k Beam Design OK 1.3 k 5.8 k @ Left 1.29 k @ Right 1.29 k @ Left 0.000 in @ Center 0.007 in @ Right 0.000 in Max 1.29 k Max 1.29 k Deflections Center Span... Dead Load Deflection -0.004 in ...Location 2.500 ft ...Length /Deft 13,667.1 Camber ( using 1.5' D.L. Defl) ... @ Center 0.007 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.020 in Deflection 2.500 ft ...Length/Defl 3,058.20 Right Cantilever... Deflection ...Length /Defl 11 Dead Load 0.000 in 0.0 0.000 in 0.0 otal Load 0.000 in 0.0 0.000 in 0.0 4 Title : Dsgnr: Description : Scope: Job # Date: 9:14AM, 13 DEC 07 Rev: 580000 -User. KW-0805873,-Ver 5.'8:0. 1- Dec -2003 (c)1s83 -2003 ENERCALC Engineering Software General Timer Beam 1 933 -2. aew: Caladalionn Description Beam7 General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 4.00 ft ft Lu Lu ft Lu 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft 66.00 #/ft LL @ Left 66.00 #/ft LL @ Right 416.00 #/ft LL @ Left 416.00 #/ft LL @ Right 220.00 #/ft 220.00 #/ft 670.00 #/ft 670.00 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 0.000 ft 1.300 ft 4.000 ft Point Loads Dead Load Live Load ...distance 1,850.0 Ibs Ibs 1.300 ft Summary Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 4.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 3.74 fb 854.08 psi fv Fb 900.00 psi Fv Depth = 9.25in • 0.949 : 1 3.6 k -ft 3.7 k -ft at 1.728 ft at 4.000 ft 3.55 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft Deflections , Ends are Pin -Pin 120.45 psi 180.00 psi Maximum Shear *1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 3.9 k 5.8 k @ Left 2.82 k @ Right 3.13 k Camber: @ Left 0.000 in @ Center 0.024 in @ Right 0.000 in 1.77 k 1.49 k Max 2.82 k Max 3.13 k Center Span... Dead Load Deflection -0.016 in ...Location 1.904 ft ...Length/Defl 3,036.4 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.024 in @ Left 0.000 in @ Right 0.000 in Total Load -0.027 in 1.968 ft 1,765.09 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 abser. Kw.06058.73, Ver 5.8.0; 1- Dee-2003 (c)1983-2003 EWERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:14AM, 13 DEC 07 General Timber Beam Description Beam8 1933 -2. acur C ateulationa r General information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC; 2003 NFPA 5000. Base aliowables are user defined ` Center Span 4.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 120.00 #/ft #/ft #/ft LL LL LL 400.00 #/ft #/ft #/ft Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 253.56 psi Fb 900.00 psi [Deflections 0.282 : 1 1.1 k -ft 3.7 k -ft at 2.000 ft at 0.000 ft 1.05 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv 30.10 psi Fv 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.0 k 5.8 k @ Left 1.05 k @ Right 1.05 k Camber. @ Left 0.000 in @ Center 0.003 in @ Right 0.000 in 0.25 k 0.25 k Max 1.05 k Max 1.05 k Center Span... Deflection ...Location ...Length /Defl Dead Load -0.002 in 2.000 ft 24,177.4 Camber ( using 1.5 " D.L. Defl) ... @ Center 0.003 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.008 in Deflection 2.000 ft ...Length /Deft 5,837.12 Right Cantilever... Deflection ...Length /Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 • Rev: 580000 - User KW- 0805873, Ver 5.8.0;1-Dec-2003 --- - (c)1083 -2003 ENERCALC Engineering Software Description Beam9 Title : Dsgnr: Description : Scope: Job # Date: 9:14AM, 13 DEC 07 General 'Timber Realm 1933- 2.ocwCaleulations General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density MicroLam: 3.5x11.25 3.500 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 9.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 118.00 #/ft #/ft #/ft LL LL LL 76.00 #/ft #/ft #/ft Span= 9.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 333.89 psi Fb 2,600.00 psi Depth = 11.25in, Ends are Pin -Pin 0.128 1 2.1 k -ft 16.0 k -ft at 4.500 ft at 9.000 ft 2.05 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 16.00 fv Fv 27.55 psi 285.00 psi Beam Design OK Maximum Shear * 1.5 1.1 k Allowable 11.2 k Shear: @ Left 0.91 k @ Right 0.91 k Camber. @ Left 0.000 in @ Center 0.036 in @ Right 0.000 in 0.57 k Max 0.91 k 0.57 k Max 0.91 k Reactions... Left DL Right DL Deflections Center Span... Deflection ...Location ...Length /Defl Dead Load -0.024 in 4.500 ft 4,549.5 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.036 in @ Left 0.000 in @ Right 0.000 in Total Load -0.038 in 4.500 ft 2,845.29 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Rev 580000 UseF K'N-060587,3;- ler 5:8 C 9 -DaC -2003 x983.2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:14AM, 13 DEC 07 • Description Beam10 • - - "Gei>I ia1 TiTh burr Beam 1933- 2.9eAr Calculation General Information Section Name PrIIm: 3.5x11.25 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span 13.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 132.00 #/ft #/ft #/ft LL LL LL 440.00 #/ft #/ft #/ft Span= 13.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 1,994.56 psi Fb 2,900.00 psi Depth = 11.25in, Ends are Pin -Pin 0.688 : 1 12.3 k -ft 17.8 k -ft at 6.500 ft at 13.000 ft 12.27 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 17.84 fv Fv 123.13 psi 290.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left . DL Right DL Beam Design OK 4.8 k 11.4 k Left 3.78 k Right 3.78 k Camber. cQ Left 0.000 in Center 0.164 in @ Right 0.000 in 0.92 k 0.92 k Max 3.78 k Max 3.78 k Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 @ Center Left Q Right Dead Load -0.109 in 6.500 ft 1,431.1 D.L. Deft) ... 0.164 in 0.000 in 0.000 in Total Load -0.449 in 6.500 ft 347.11 33 Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ... Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description : Scope: Rev: 580000 �p U a - N'Qti05y78 f'r5.50; T-}Sc -2003 • • g _._a- •/%enera1 1 itiib- Beam (c)7983 -2003 ENERCALC Engineering Software L7 Description Beam11 Job # Date: 9:14AM, 13 DEC 07 6' 1833 -2. acw: Ca i,.dyvon. General Information Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 9.00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv AIIow 285.0 psi Fc AIIow 750.0 psi E 1,900.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 430.00 #/ft #/ft #/ft LL LL LL 703.00 #/ft #/ft #/ft Span= 9.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin 0.723 : 1 11.6 k -ft 16.0 k -ft 11.56 k -ft at 4.500 ft 0.00 k -ft at 9.000 ft 0.00 k -ft 0.00 k -ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,879.22 psi Fb 2,600.00 psi Deflections 16.00 fv Fv 155.04 psi 285.00 psi Beam Design OK Maximum Shear *1.5 6.1 k Allowable 11.2 k Shear. @ Left 5.14 k @ Right 5.14 k Camber: @ Left 0.000 in @ Center 0.123 in @ Right 0.000 in 1.97 k Max 5.14 k 1.97 k Max 5.14 k Reactions... Left DL Right DL Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 • D. @ Center @ Left @ Right Dead Load -0.082 in 4.500 ft 1,315.3 L.Defl)... 0.123 in 0.000 in 0.000 in Total Load Left Cantilever... Dead Loac( Total Load -0.214 in Deflection 0.000 in 0.000 in 4.500 ft ...Length /Defl 0.0 0.0 505.54 Tel Right Cantilever... Deflection ...Length /Deft 0.000 in 0.000 in 0.0 0.0 ev: 580000 User KW- 0605873, Ver.5.8,0, 1- Dec-2003 (c)198 3-2003 ENERCALC Engineering Software Description Beam11A Title : Dsgnr: Description : Scope : _ - GLrieral'lirtlibek Beam Job # Date: 9:14AM, 13 DEC 07 • • 1933 2.ecw:Cak.laE e, . General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.000 Pin -Pin 32.500 pcf 8.00 ft ft • ft Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc AIIow 750.0 psi E 1,900.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft F till Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 287.00 #/ft #/ft #/ft LL LL LL 365.00 #/ft #/ft #/ft Span= 8.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.331 : 1 Maximum Moment 5.3 k -ft Allowable 16.0 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 859.36 psi Fb 2,600.00 psi Deflections 5.29 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 16.00 fv Fv at 4.000 ft at 0.000 ft 77.34 psi 285.00 psi Beam Design OK Maximum Shear * 1.5 3.0 k Allowable 11.2 k Shear. @ Left 2.64 k @ Right 2.64 k Camber: @ Left 0.000 in @ Center 0.052 in @ Right 0.000 in 1.18 k Max 2.64 k 1.18 k Max 2.64 k Reactions... Left DL Right DL Center Span... Dead Load Deflection -0.035 in ...Location 4.000 ft ...Length/Defl 2,777.9 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.052 in @ Left 0.000 in @ Right 0.000 in Total Load -0.077 in 4.000 ft 1,243.69 Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total oad 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 s Rev 580000 `1igar1 T80587:1`Ver 51311, 1= Dec =2003` (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Job # Date: 9:14AM, 13 DEC 07 Description Beam12 General Information 1933 -2. eew• Calculatiene Section Name Prllm;5.25x11.25 Beam Width 5.250 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 15.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft 16.00 #/ft • LL @ Left 16.00 #/ft LL @ Right 163.00 #/ft LL @ Left 163.00 #/ft LL @ Right 52.00 #/ft 52.00 #/ft 151.00 #/ft 151.00 #/ft Start Loc End Loc Start Loc End Loc 0.000 ft 2.000 ft 2.000 ft 15.000 ft Point Loads Dead Load Live Load ...distance 2,650.0 Ibs Ibs 2.000 ft Summary 4,350.0 lbs Ibs 13.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 15.00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,740.57 psi Fb 2,900.00 psi [Deflections 5.250in x Depth = 11. 0.600 : 1 16.1 k -ft 26.8 k -ft 16.06 k -ft at -0.00 k -ft at 0.00 k -ft 0.00 k -ft 26.76 fv 158.75 psi Fv 290.00 psi 25in, Ends are Pin -Pin Maximum Shear • 1.5 Allowable Shear: 8.280 ft 15.000 ft Reactions... Left DL Right DL Beam Design OK 9.4 k 17.1 k @ Left 4.87 k @ Right 6.55 k Camber: @ Left 0.000 in @ Center 0.634 in @ Right 0.000 in 3.92 k 5.43 k Max 4.87 k Max 6.55 k Center Span... Dead Load Deflection -0.422 in ...Location 7.680 if ...Length /Deft 426.1 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.634 in @ Left 0.000 in @ Right 0.000 in Total Load -0.557 in 7.620 ft 323.40 3c Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Rev.. 580000 0$'er' I W O6Ta73Ner 58.0, 1-bec 2003. (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:15AM, 13 DEC 07 �elneral Tirnber Beam Description Beam13 1933.2.ecw:Calaulatlons [General Information Code Ref. 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf 5.125x18 5.125 in 18.000 in GluLam Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 20.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Lu Lu Lu 0.00 ft 0.00 if 0.00 ft Trapezoidal Loads #1 DL © Left DL @ Right 200.00 #/ft LL © Left 350.00 #/ft Start Loc 8.000 ft 200.00 #/ft LL @ Right 350.00 #/ft End Loc 20.000 ft Point Loads Dead Load 6,550.0 Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs ...distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary 1 Ibs Ibs 0.000 ft Span= 20.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.904 : 1 Maximum Moment 48.3 k -ft Maximum Shear * 1.5 9.9 k Allowable 53.4 k -ft Allowable 22.1 k Max. Positive Moment 48.28 k -ft at 8.000 ft Shear. @ Left 6.12 k Max. Negative Moment 0.00 k -ft at 20.000 ft @ Right 7.45 k Max @ Lett Support 0.00 •k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.826 in Max. M allow 53.41 Reactions... @ Right 0.000 in tb 2,093.41 psi fv 107.74 psi Left DL 4.86 k Max 6.12 k Fb 2,315.91 psi Fv 240.00 psi Right DL 4.51 k Max 7.45 k Beam Design OK Deflections Center Span... pead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.551 in -0.746 in Deflection 0.000 in 0.000 in ...Location 9.680 ft 9.840 ft ...Length/Deft 0.0 0.0 ...Length /Deft 435.7 321.90 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.826 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i 1 Rev: 580000 - • - - - - Title : Dsgnr: Description : Scope : Job # Date: 9:15AM, 13 DEC 07 114e983203ENE,GPfs.s.e,a.oec-2o03 ('yePl�I�a Iti1 eP Beam �(c)1883 -2003 ENERCALC Engineering Software .-.4 Description Beam14 -UPPER FLOOR JOIST General Information - 1933- 2ecw:Calculationc 1 Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1.500 in 11.250 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 18.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Repetitive Member DL DL DL 16.00 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Span= 18.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.981 : 1 Maximum Moment 2.9 k -ft Maximum Shear * 1.5 Allowable 3.0 k -ft Allowable Max. Positive Moment 2.91 k -ft at 9.000 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 2.96 fb 1,102.98 psi Fb 1,124.13 psi Deflections fv 51.47 psi Fv 172.50 psi Reactions... Left DL Right DL Beam Design OK 0.9 k 2.9 k @ Left 0.65 k @ Right 0.65 k Camber: @ Left 0.000 in @ Center 0.303 in © Right 0.000 in 0.18 k 0.18 k Max 0.65 k Max 0.65 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.202 in 9.000 ft 1,068.2 L.Defl )... 0.303 in 0.000 in 0.000 in Total Load -0.733 in 9.000 ft 294.66 is Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Rev: 580000 User JAN-06058Z3,.Ver 5.8.0, 1- Deo.2003 - _ (c)1983 -2003 ENERCALC Engineering Software Title : Job # Dsgnr: Date: 9:15AM, 13 DEC 07 Description : Scope : f General Timber Beam Description Beam15 -UPPER FLOOR JOIST CANT. [General Information 1933 -2. ecu . C alculaticns Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.500 in 11.250 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 18.00 ft ft 2.00 ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Repetitive Member [Full Length Uniform Loads Center DL 16.00 #/ft LL 52.00 #Ift Left Cantilever DL #/ft LL #/ft Right Cantilever DL 16.00 #/ft LL 78.00 #/ft Summary 1 Span= 18.00ft, Right Cant= 2.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.975 : 1 Maximum Moment 2.9 k -ft Maximum Shear * 1.5 0.9 k Allowable 3.0 k -ft Allowable 2.9 k Max. Positive Moment 2.89 k -ft at 8.960 ft Shear: © Left 0.64 k Max. Negative Moment -0.04 k -ft at 18.000 ft © Right 0.66 k Max @ Left Support 0.00 k -ft Camber: © Left 0.000 in Max © Right Support -0.20 k -ft © Center 0.294 in Max. M allow 2.96 Reactions... © Right 0.098 in fb 1,095.48 psi fv 52.80 psi Left DL 0.18 k Max 0.64k Fb 1,124.13 psi Fv 172.50 psi Right DL 0.22 k Max 0.85 k Beam Design OK Deflections Center Span... Dead Load Total oad Left Cantilever... Dead Load Total Load Deflection =0.196 in -0.727 in Deflection 0.000 in 0.000 in ...Location 8.960 ft 8.960 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,100.8 297.10 Right Cantilever... Camber ( using 1.5 • D.L. Deft ) ... Deflection 0.065 in 0.248 in Center 0.294 in ...Length /Defl 734.4 193.7 Left 0.000 in Q Right 0.098 in 31 • '66 Wr ,p;\ Of- Ni-O; ilk WI w X 1. SCREE7Z0 FON v5415 f 5 /MOD 1 I I in '11101:15DINECOM = wateds= mensmustm,= tommingtez= — • 5' -17 Sniff 3,. g 1 2%;111 4.Y. /0 PKtr) k q X ID 111 I IPI 1 •• .. 8 • • Is is 2 ° I :-2' ©J Caala-tria la' MIN. ul/ b MIL vAPOR BARRJER TIP. 1(31l.":9 ilik 4 4') Pi II 14 Li •0?., g 0i 'C °'9/00 I I 0., , - mi . 5 18A • i .■ 1 .?. c24' x 15sp' miN INA" X 5TAIV ri a ACCESS Ilk _ I, I 4 I c FOR PIED412:1FX 4 fliALCELCRAGE % . it .. - 1 K 031. 4. c.a■C. 51.45 c7N 4' COMP. FILL rm. SLOPE 3/16' / FT TOWARD DOOR5 h le 4 -5' • • 4,0' Is LS 4,5' .1111 1 ,, ;.■ • 171 II L ,,,,.,:.,:.... t 1 .. 1 , r - ---\ _ „A , co.c. _fiLmintisega T 1 4' coNc. I- A '■ " 4:1 1 ul limn! mot 35,0' FOUNDATION / FRAMING PLAN go Tfl Residential Design, Inc. 102 South 26th St • Tacoma,`!VA 98402 253.284.3170 • 253.284.3,1 83 fax email: cascade@ix.netcom.com (9 . in I I ■■■■__ eutiscial . ■ ■ ■■ ■ ■ F ■- -- 4 ar ■ i 111111111ENENNEre li ilkilIWIFIEW ■ ■ ■_ ii a 1110111_ immirliklEMI iNnummeal 0M1 In oil • ■r■■■ ■ ■ ■■■■ III ■■■■■■■■■■:._ . ■ ■ 1IIIII1I■" ■r ■ ■■r �■ ■ ■ ■■ III■ ■■■ ■ ■■■■■■■ li ■■r■■■■■■ ■■ ■■■■■■■■■■■■■■■■■■ ■ ■� ■■■ ■■ ■ ■ ■■ ■■■■■■■ ■ ■■■ ■■ ■■■■■■■ ■ 11 ■■ ■■ ■■ �■ 1111■■■_■■■ ■■ ■ ■ ■ ■ ■■1 ■ ■ ■ ■1■ ■■■ ■�■ ■■ Job Name Location Technical Representative By —T—G 1 et It MTV oN P� Job Number Sheet of Date Q7 -L9 - d- • Title : Dsgnr: Description : Scope : Rev: 580000 tsecuw- M58?37Vei5:876 roec-2663 . ' General Timber Bea. m (c)1983 -2003 ENERCALC Engineering Software Description Beam16- FOUNDATION BEAM W/ NO BEARING WALL ABOVE Job # Date: 9:15AM, 13 DEC 07 1933 -2. ecw: Calculations General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 6.00 ft ft if 900.0 osi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 if DL DL DL 102.00 #/ft #/ft #/ft LL LL LL 340.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 2.02 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 3.74 0.540: 1 2.0 k -ft 3.7 k -ft at 3.000 ft at 6.000 ft fb 486.11 psi Fb 900.00 psi fv 46.46 pSi Fv 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.5 k 5.8 k @ Left 1.35 k @ Right 1.35 k Camber: @ Left 0.000 in @ Center 0.013 in @ Right 0.000 in 0.33 k 0.33 k Max 1.35k Max 1.35 k Deflections Center Span... Dead Load Deflection -0.009 in ...Location 3.000 ft ...Length/Defl 8,343.4 Camber ( using 1.5 ` D.L. Defl ) ... @ Center 0.013 in @ Left 0.000 in @ Right 0.000 in Total Load -0.035 in 3.000 ft 2,029.76 yZ Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Rev: 580000 �� OsBr`KWL0605873. V/er 5.8.0,,1- Dec-2003 (01983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:15AM, 13 DEC 07 • 1 • General Yiiri6e� C�earn Description Beam17- FOUNDATION BEAM W/ BEARING WALL ABOVE 1933- 2.ecw:Calculations [General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 4x10 [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 5.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 180.00 #/ft #/ft #/ft LL LL LL 332.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 3.500in x De Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 1.62 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 3.74 fb 390.17 psi fv Fb 900.00 psi Fv pth = 9.25in, Ends are Pin -Pin 0.434 : 1 1.6 k -ft 3.7 k -ft at 2.500 ft at 0.000 ft 41.87 psi 180.00 psi Maximum Shear * 1.5 Allowable Shear. Reactions... Left DL Right DL Beam Design OK 1.4 k 5.8 k @ Left 1.30 k @ Right 1.30 k Camber. @ Left 0.000 in © Center 0.011 in @ Right 0.000 in 0.47 k 0.47 k Max 1.30 k Max 1.30 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5' @ Center @ Left @ Right Dead Load -0.007 in 2.500 ft 8,413.5 D.L.Defl )... 0.011 in 0.000 in 0.000 in Total Load -0.020 in 2.500 ft 3,034.65 Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 • Rev: 580000 - Use .KW- 06058?3,-Va; 5.8.07 1= Dec2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:15AM, 13 DEC 07 Geeie�al 'umber beam Description Beam18 -MAIN FLOOR JOIST General Information A. -sw-s. �.. �.. a. 1 1933- 2.•cw:Calculations Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref. 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 15.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Repetitive Member Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 16.00 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Span= 15.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,122.31 psi Fb 1,124.13 psi Deflections Depth = 9.25in 0.998: 1 2.0 k -ft 2.0 k -ft at 7.500 ft at 0.000 ft 2.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.00 fv Fv , Ends are Pin -Pin 52.14 psi 172.50 psi Maximum Shear* 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.7 k 2.4 k @ Left 0.53 k @ Right 0.53 k Camber: @ Left 0.000 in @ Center 0.254 in @ Right 0.000 in 0.14 k Max 0.53 k 0.14 k Max 0.53 k Center Span... Dead Load Deflection -0.169 in ...Location 7.500 ft ...Length /Deft 1,062.3 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.254 in @ Left 0.000 in @ Right 0.000 in Total Load -0.630 in 7.500 ft 285.73 Y9 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacom4; WA 9840$ Tel: 253 - 284 -3100 Fax: 2531284 -318: Designer. Mark Myers, P.E Maximum Load For 6x6 DF #1 Wood Post psf := 44 plf := psf • ft Fc := 1000•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CFc := 1 E' := 1600000 -psi F "c Fc,CD•CFc F "c = 1000 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C:= 0.8 h KCE• E' FCE SL2 Cp KCE := 0.3 FCE = 992 psi 2 FCE ( FCE' FCE 1 +— 1 +— -- F" c F"c F", 2'C \ 2•C ) C F'c := Cp•F "c F'c = 688 psi •Kf lb := plf•ft 6x6 Wood Post Properties Kf := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5.in t := 5.5•in A := t•h A= 30.3in2 3 I := t h I = 76.3 in4 12 S := Ih S = 27.7 in3 Cp = 0.69 Pmax := F'c'A Amax = 208161b (Maximum post Capacity) Maximum Load For 6x6 HF #2 Treated Post psf := p44 plf := psf•ft lb := plf•ft Fc := 460•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CFc := 1 E' := 1045000•psi F"c := Fc. CD. CFc p,.c = 460 psi 6x6 Treated Wood Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := h FCE SL2 C := 0.8 KCE := 0.3 KCE•E' Cp FCE = 648 psi 1 + FCE 1 + FCE FCE. Pc F "c F„c 2•C 2•C ) C F'c := CF-F"c F'c = 365 psi •Kf Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5.in t := 5.5.in A := t•h A = 30.3 in2 t h 3 I := 1 = 76.3 in4 12 S := Ih S = 27.7 in3 Cp = 0.79 Pmax Fie- A Pmax = 110541b (Maximum post Capacity) e 0 :083'• 6f 12/12/2007 Residential Engineering Group, LLC 1933 -2, New.mcd Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLI 1901 Center Street - Tacoma, WA 9840 Tel: 253- 284 -3100 Fax: 253 - 284 -318 Designer: Mark Myers, P.E Maximum Load For 3 -2x6 HF #2 Built up Wood Post psf := psi plf := psf.ft 144 Fc := 1300.psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CFc := 1.1 E' := 1300000-psi F c Fc'CD'CFc F "c = 1430psi 3-2x6 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 0.3 KCE' E' FCE •- SL2 Cp :_ FCE = 806 psi / \2 1 + FCE F" 1 + ,. c FCE F c 2 C 2 -C j F'c = 682 psi F'c := Cp•F "c FCE F "c C Kf lb := plf.ft H 411•0O$3 ",f t+4 Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (5.5)•in t := 3•(1.5)•in A := t•h A = 24.8 in2 3 I := —t .h I = 62.4 in4 12 S := — S = 22.7 in3 h Cp = 0.48 Pmax F'c A Pmax = 16871 lb (Maximum post Capacity) Maximum Load For 2 -2x6 HF #2 Built up Wood Post psf := 44 plf := psf. ft lb := plf. ft f008 Fc := 1300•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CFc := 1.1 E':= 1300000•psi F C C F 2 -2x6 Built Up Post Properties F "c c D' Fc "c = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := h FCE Cp C := 0.8 KCE := 0.3 KCE-E' SL2 1 + FCE F" c 2•C FCE = 806 psi / 1 + FCE " 2 FCE F" c F" 2•C j C F'c Cp•F "c F'c = 682 psi • Kf Pmax := F'c• A Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5.in t := (2). 1.5.in A := t•h A = 16.5 in2 t h 3 I := I = 41.6 in4 12 S := Ih S = 15.1 in3 Cp = 0.48 Pmax = 112471b (Maximum post Capacity) 12/12/2007 Residential Engineering Group, LLC 1933 -2, New.mcd 46 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253)284 -3183 Designer: Mark Myers, P.E. Maximum Load For 3 -2x4 HF #2 Built up Wood Post psf := psi plf := psf•ft lb := plf •ft 144 Fc := 1300-psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CFc := 1.1 E':= 1300000•psi F "c := Fc-CD-CFc F "c = 1430 psi 3 -2x4 Built Up Post Properties Axial Load Capacity Slendemess Ratio (SL) SL := H h C:= 0.8 KCE := 0.3 KCE•E' FCE SL2 Cp :_ 1 + FCE F" c 2•C F'c:= C P •F "c FCE = 326 psi 2 1 + FCE FCE F" F" c c 2•C F'c = 309 psi Kf Kf := 1.0 h := 3.5•in t := 3.1.5.in (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A := t.h A = 15.8 in2 t3 I := 12 I = 16.1 in4 S := lh S = 9.2 in3 Cp = 0.22 Pmax := Pic A Pmax = 4871 lb (Maximum post Capacity) Maximum Load For 2 -2x4 HF #2 Built up Wood Post psf := 44 plf := psf•ft Fc := 1300•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI,, := 1 CFc := 1.1 E' := I300000•psi 2 -2x4 Built Up Post Properties F"c := Fc.CD.CFc F "c = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := — h C := 0.8 KCE := 0.3 KCE•E' FCE SL2 Cp = FCE = 326 Psi 1 + FCE 1 FCE "2 FCE + F" F" F c c c 2•C 2•C ) C F,c := Cp,F"c lb := plf •ft Kf := 1.0 (Kt = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5.in t := (2)• 1.5.in A := t•h A = 10.5 in2 3 I := t h I = 10.7 in4 12 S := I -2 S = 6.1 in3 h Kf Cp = 0.22 F'c = 309 psi Pmax := F'c•A Pmax = 3247 Ib (Maximum post Capacity) 12/12/2007 Residential Engineering Group, LLC 1933 -2, New.med 4-2 Residential Engineering Group PROJECT: 1933/2 Residential Engineering Group, LLC 1901 Center Street - Tacoma, WA 98409 Tel: 253 - 284 -3100 Fax: 253 - 284 -3183 Designer: Mark Myers, P.E. Maximum Load For 4x4 HF #2 Treated Foundation Post psi psf := — 144 plf := psf•ft Ib := plf •ft Fc := 1040• psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CFc := 1 E' := 1235000•psi 4x4 Treated Wood Post Properties F c C ' C Fc F" c = 1040 psi Axial Load Capacity Slenderness Ratio (SL) SL :_ — h C := 0.8 KCE E FCE SL2 Cp 1 + FCE F" c 2•C KCE := 0.3 FCE = 436 psi (1 + FCE l 2 FCE — F" F" c c 2.0 j C _ Kf Cp = 0.37 Kf:= 1.0 h := 3.5• in t := 3.5•in (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A := t•h A = 12.3 in2 3 I := —t -h I = 12.5 in4 12 S:= L.2 h F'c := Cp F "c Fie = 390 psi Pmax := F'c•A Pmax = 4772 Ib (Maximum post Capacity) Maximum Load For 4x4 HF #2 Treated Deck Post psi psf := — 144 Fc := 1040•psi CD := 1 CFb := 1 CM := 1 Ct := I CL := 1 CFc := 1 E':= 1235000•psi F"c Fc-CD'CFc F "c = 1040 psi Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 0.3 FCE :- SL2 KCE'E' FCE = 310 psi 2 1 +FCE 1 + FCE FCE F "c F "c F "c 2•C 2•C j C F'c Cp•F "c 12/12/2007 •Kf plf := psf•ft lb := plf •ft `.•I a=00 3 4x4 Treated Wood Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5•in t := 3.5•in A := t•h A = 12.3 in2 t.h 3 I:= I= 12.5in4 12 S := — S = 7.1 in3 h Cp = 0.28 F'c = 288 psi Pmax FA Pmax = 3528 lb (Maximum post Capacity) Residential Engineering Group, LLC 1933 -2, New.mcd PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -051 DATE: 03 -01 -11 PROJECT NAME: FIRST SAVINGS BANK NW - HOUSE SITE ADDRESS: 3411 S 140 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: build ing TJi "vision I Public Works n Fire Prevention Structural n Planning Division Permit Coordinator n i DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 03-03-11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RAUTING: Please Route Structural Review Required nNo further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved 111 Approved with Conditions Not Approved (attach comments) 111 Notation: DUE DATE: 03 -31 -11 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing stip.doc 2 -28 -02 Contractors or Tradespeople *ter Friendly Page 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. Business and Licensing Information Name RANDEL CONSTRUCTION LLC UBI No. 603021893 Phone 2535099027 Status Active Address 4677 Stonehill Ln License No. RANDECL903LJ Suite /Apt. License Type Construction Contractor City Olalla Effective Date 6/11/2010 State WA Expiration Date 6/11/2012 Zip 98359 Suspend Date County Kitsap Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date RANDEL, ALEC JAMES Partner /Member 06/11/2010 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 CBIC 516460 06/11/2010 Until Cancelled $12,000.00 06/11/2010 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 1 CBIC c 11 s16460 06/11/2010 06/11/2011 $1,000,000.00 06/11/2010 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni/bbip /Print.aspx 03/07/2011