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Permit D06-378 - Majestic Builders - New House
MAJESTIC BUILDERS 4028 S 126 ST D06 -378 Parcel No.: 7995200045 Address: 4028 8 126 ST TUKW Suite No: Tenant: Name: MAJESTIC BUILDERS Address: 4028 S 126 ST , TUKWILA WA City %If 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.cttukwila.wa.us Owner: Name: DAVIS & ROBINSON INC Address: 1201 MONSTER RI) S , RENTON WA 98055 Phone: DEVELOPMENT PERMIT Contact Person: Name: JONATHAN M. HARKOVICH Address: 1201 MONSTER RD SW, STE 320 , RENTON WA 98057 Phone: 253 315 -3170 Contractor: Name: MAJESTIC BUILDERS Address: 1201 MONSTER RD SW, STE 330 , RENTON WA 98055 Phone: 425 235 -6600 Contractor License No: MAJESB *954ME Permit Number: D06 - 378 Issue Date: 07/30/2007 Permit Expires On: OZ/26/2008 Value of Construction: $253,090.08 Fees Collected: $5,797.41 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC. 22 DESCRIPTION OF WORK: CONSTRUCTION OF 2536 SF SFR WTT 462 SF ATTACHED GARAGE AND 140 SF UNCOVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, STREET USE, AND UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. * *continued on next page** Expiration Date: 07/25/2009 doc: IBC -10/06 006 -378 Printed: 07 -30 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y City otsTukwila 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 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 2570 c.y. Fill 100 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the edo ce of work. I am a oriz - d to si • and obtain this development permit. Signature: �l (f IC Af6'� AGD ate: G / 3 /i� 7 Print N= (/ 4/1 0011 Ofl ` /i%`i/`/ rile+ f I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. u,91, L, . AML Permit Number: DO6 -378 Issue Date: 07/30/2007 Permit Expires On: 01/26/2008 Date: 30 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10 /06 D06 -378 Printed: 07 -30 -2007 Parcel No.: 7945200045 Address: Suite No: Tenant: doc: Cond - 10/06 4028 S 126 ST TUB:W MAJESTIC BUILDERS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http : / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -378 ISSUED 10/06/2006 07/30/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel-fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 1306 -378 Printed: 07 -30 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: htqr//www.ci.tukwila.wa.us 18: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (208 - 4313870). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *FIRE DEPARTMENT CONDITIONS * ** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 22: Adequate ground ladder access to rescue windows shall be provided. 23: Maximum grade for all projects is 15 %. 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)578 -4407. 26: ** *PUBLIC WORKS DEPARTMENT COND1TIONS*** 27: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 28: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. 29: The City of'lhkwila 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. 30: Any material spilled onto any street shall be cleaned up immediately. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 32: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 33: 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. 34: The Land Altering Permit Fee is based upon an estimated 2,570 cubic yards of cut and 100 cubic yards of fill. If the doc: Cond -10 /06 D06 -378 Printed: 07 -30 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 36: From October 1 through April30, 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. 36: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 37: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 38: All recommendations of the Geotechnical Report by Cornerstone Geotechnical, Inc. dated June 9, 2006 and subsequent reports shall apply to this permit. 39: Work outside of the property limits, will require a temporary construction easement, unless owned by the same Legal Property Owner. 40: ** *PLANNING DIVISION CONDMONS * ** 41: Any retaining wall greater than 36 inches in height must meet setbacks. doc: Cond - 10/06 * *continued on next page ** D06 -378 Printed: 07 -30 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. doe: Cond -10/06 40 D06 -378 Printed: 07 -30 -2007 CITY OF TUKWILA Community Developmen apartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us uu,� King Co Assessor's Tax No.: 79 -cDt ' Site Address: "ti)6( s'uiW /26 fl Ta,ta'2A we). Tenant Name: Property Owners Name: /`/MJ.ST /C- Saline* Mailing Address: /20/ , /57Ez. ,O.90 SW- 5n/rL,#530 fl/lOar / WA 5 oS7 City State Zip Name: t jA/4TIMN ,W le-01 A W Day Telephone: C2 53J 3/5- 3/70 Mailing Address: /20/ /*04 10041') S / Ste/OE 3ZO ,C nuen/ WA Mx E -Mail Address: an!Q1%*.m -,/�& " /...5" ,!`.GO GENERAL: C \/ ONTEAC`I'OR;INFt7TrlkIAtTI ( ON '(ContractorTnforryationrforT Mechanical (pg 4) for,Plumbing and Gas Piping Mpg S)) .: Company Name: ezeufs G 24wDE,e- Mailing Address: /70/ /104/57 "-MD sit/ - 54'rt 4" 376 2F^fDN W AOS7 City /�,/ state Zip Day Telephone: l-/YS) 235-61 a) Fax Number: (9Z3) Z O 368 Expiration Date: 07/2507 Contact Person: /11 - /204:314/54,4/ 7 // // E -Mail Address: //1 /frr/V8j//1 r4-- pui�, 4e7 Contractor Registration Number: /n .47tS.&* "5Ve ARCHITECT OF-' Ali p l a n s arq�t b e ret stit by , rgtti ct df Company Name: C'/ 6'DE RazOrA/77 ,4L- /DES /44/ Mailing Address: /02 Sat TN Zia' ST. »on7 4 tvA n t State Zip Contact Person: Day Telephone: (253) 28N-3/ E -Mail Address: Fax Number: (253) 2SM 3/B3 ENGIl EER OF REC lans: nust be wet stamps b Engineer of $ocord v Company Name: 6 tt374204 0 1/09t DES /kV Mailing Address: /02 Sarni 76m $r Q:UpplicatiomWomu- Applications On LineU -2006 - Permit Appliadon.doc Revised: 4 -%006 bit Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print** Suite Number: City state Zip Fax Number: / *ZS) 226— `1 2Z7 City New Tenant: Floor: ....Yes El „No Mann tag feet City Contact Person: "Olt A 47/y6.Z5 Day Telephone: (253) ..in - 3 ,1 70 E-Mail Address: Fax Number: (253) nil .3>V3 State Zip Page 1 of 6 •BUILDING PL IN1iT i. ` ION —'206- 431 -3670 � - Ya.luatitin of Project (contractor's bid pri� ce7: $ GIGO Existing Building Valuation: $ Scope of Work (please provide detailed information): #4 New S /N&/t -`aGJ/ Geri, .77Vc, i/v779t- b e zWNb Foz SeeNLYItY7ON D,e/vfcv.¢r a.A -CS. AnD A Z 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'F'ootage>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 It):- L 95V Floor area of principal dwelling: Z$34, Floor area for accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 2 - Compact: Handicap: Will there be a change in use? El ....Yes ❑ --No If "yes ", explain: vie/77yr LnT Nt w/ Qf9,7g't e FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm ®'.None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in The building? ❑..Yes 1SNo If "yes", attach list of materials and storage locations on a separate 8 -la s II paper indicating quantities and Material S jety Data Sheets. SEPTIC SYSTEM: ❑ On - site Septic System — For on - site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:UpplientioneFo n u- Applicatio.0 On LincU -2006 - Permit Appliwion.doc Revised: 4-2006 bit Page 2 of 6 Existing Interior Remodel Addition to : Existing Structure New Type of .. , Construction per`iBC ; amt - ,Occhpatrcyper The I" Floor .4 /oOv /956 v-8 I R -3 r Floor 3 l oor Floors / thru 2 — .Basement Accessory Structure* Attached Garage 4/4Z Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck lye •BUILDING PL IN1iT i. ` ION —'206- 431 -3670 � - Ya.luatitin of Project (contractor's bid pri� ce7: $ GIGO Existing Building Valuation: $ Scope of Work (please provide detailed information): #4 New S /N&/t -`aGJ/ Geri, .77Vc, i/v779t- b e zWNb Foz SeeNLYItY7ON D,e/vfcv.¢r a.A -CS. AnD A Z 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'F'ootage>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 It):- L 95V Floor area of principal dwelling: Z$34, Floor area for accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 2 - Compact: Handicap: Will there be a change in use? El ....Yes ❑ --No If "yes ", explain: vie/77yr LnT Nt w/ Qf9,7g't e FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm ®'.None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in The building? ❑..Yes 1SNo If "yes", attach list of materials and storage locations on a separate 8 -la s II paper indicating quantities and Material S jety Data Sheets. SEPTIC SYSTEM: ❑ On - site Septic System — For on - site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:UpplientioneFo n u- Applicatio.0 On LincU -2006 - Permit Appliwion.doc Revised: 4-2006 bit Page 2 of 6 'PUBLIP.WORK$PERMIT INFORMATION -,206 -433 -0179, Scope of Work (please provide detailed information): /* N $ /NbL - t6 tnh4/ l� 5/� /I/6•E ///ttc' v 4- hc4P /N6' 2Sie fou voi37TeA A,ivtie..4/, wit/es. AND .� .D.Kei Please refer to Public Works Bulletin #1 for fees and estimate sheet Water District ❑...Tukwila lg.. Water District #125 ❑ ...Water Availability Provided Sewer District ❑...Tukwila ValVue ❑ ...Sewer Use Certificate ... Sewer Availability Provided Submitted with Application (mark boxes which apply): ❑...Civil Plans (Maximum Paper Size -22" x 34 ") ❑.,.Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way Non Right-of-way ❑...Total Cut 0 cubic yards ❑...TotalFill n cubic yards ❑ ...Sanitary Side Sewer ❑ . ❑ ...Cap or Remove Utilities ❑ . ❑...Frontage Improvements ❑. ❑ ...Traffic Control ❑ . ❑...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑...Permanent Water Meter Size..." ❑...Temporary Water Meter Size.. ❑ ...Water Only Meter Size M ...Sewer Main Extension Public ) Private ®...Water Main Extension Public 2C. Private FINANCE INFORMATION Fire Line Size at Property Line Water ®:..Sewer Monthly Service Billing to: Name: "4 77C 8a/40425 Mailing Address: 0O/ ,'WO# /ST,e,e ,PAD Water Meter Refund/Billing: Name: S.*m t R/&IN Mailing Address: Number of Public Fire Hydrant(s) ❑...Sewage Treatment Day Telephone: f q �5) 2 35 - 4Ge:C e Sw Su /rte 530 St n rh/✓ mei 96057 City State Zip Day Telephone: City State Zip QMppiialimalpmme- Appliulions On LineU -2066 - Permit Applicat on.doc Revised: 42006 bh Call before you Dig: 1-800-424-5555 . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ .. Highline ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Renton ❑ .. Renton ❑ ...Seattle ❑ .. Approved Septic Plans Provided ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use -Potential Disturbance ❑...Traffic Impact Analysis 0... Hold Harmless - (SAO) ❑...Hold Harmless - (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Siff Page 3 of 6 Unit Type: Qty Unit Type: ` Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<100K BTU / Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct / Water Heater / 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECI-IANICAL PERMIT IN}SAATION, -:20643W670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Project (contractor's bid price): $ 1 ZOO Scope of Work (please provide detailed information): lee 4 f / '4WD /46 83( 4`F fag Nalet ,j/1/D Par wag__ Use: Residential: New ....M Replacement ....0 Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas __El Other: Indicate type of mechanical work being installed and the quantity below: Q:tAppliratiautrorme- AppIicatiwa On LineV -3006 - Permit Application.doe Revived: 4 -3006 bh Page 4 of 6 Fixture Type;.. Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or bath/shower tr Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets i/ L Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks 4/ Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain ' Lavatory 3 Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent I Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas Additional medical gas inlets/outlets — six or more P_ UMBING ANA GAS'PIPING r"?MIT INFORMATION '406-431= ` '70 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: 780 Mailing Address: City State zip Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: • Valuation of Project (contractor's bid price): $ nee) Scope of Work (please provide detailed information): S6V1/ MVO /A'sT/QLb /14e, 524/ AvD Ms ,° /,°/N6' Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quart ity below: Q UppliWioMFoma- Appliwlione On LIneU -2006 - Permit Applicalion.doc Revised: 4-2006 bh Page 5 of 6 I'l;l2MIT;A1 nicATION N°Trsor, ApPliCable all pei mils 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 0 Signature: Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not acceding 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 RAVE 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. Print Name: / 2 0,,,VS0/ 1 / Mailing Address: /20 / Ma' Mra_ gam) SGl/ - 5a,r , no , €sm qa / 4.44 05 City zip Date Application Expires: V—1 ote I Date Application Accepted: Id ( QMpplicadomtToms-Applications On LiMV -2006 - Permit Applicuion.doc aavlwd. 4-2006 Si Date: V/ t/ /z..x (Q Day Telephone: (4'z&) 2 n- 6bee Staff Initials: page 6 of 6 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $4925 for 1" 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for ?' 100.000, PLUS $1325 for each additional 10,000 or traction thereof. 200,001 or more $402.25 for 1" 200,000, PLUS $725 for each additional 10,000 or fraction thereof. • P PR R p O � J � EC J T { NAM \ . • • Approved 09.2502 Revised 03.1 8.03 Revised 05.13.03 Revised 06.07.04 • : BULLETIN A2 TYPE CPERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 5. GRADING Plan Review and Permit Fees Enter total excavation volume Enter total fill volume If you +do401:covitieOzark&bidsorairerg eeeel'sestimateldrth your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. r 1 • y. 1 1. 'i".. .t r 14 1. BASE FEE 2. .7, Enter total construction costrocepchfimprOvemert categorY: Erosion prevention Water Sewer Storm water Raad/PatfdngIAccess A Total improvements 3. Calculate improvement-based fees: B. 2.5% of first $100,000 of A. 725.. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 2 fl ` (4) $ 2 3 (5) cubic yards cubic yards .; 1. ise3he4ollowingtable grading acationfee. iise-the greater of • the excavation and fill volumes. .-.TOTALPLAN.REVIEW ANDAPPROVALFEEDUEWITH PERMITAPPLICAI1ON (1+4+5) $ HIT 5 The Plan Review and Approval fees coverTWV reviews 1) he first mviewassociated with the submission cite 43plitatioolpian a follow - up review asses with a won letter. Each additional review, which is attributable to the Applicant's action or load shall be charged 25% of the Total Plan Review Fee. 1 $250 (1) CIIYO OCT 06 2006 PERMITCENTER 1O(rV Parcel No.: 7945200045 Address: 4028 3 126 ST TUKW Suite No: Applicant: MAJESTIC BUILDERS Receipt No.: R07 -01378 Initials: WER User ID: 1655 Payee: MAJESTIC BUILDERS ACCOUNT ITEM LIST: Description BUILDING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us TRANSACTION LIST: Type Method Description Amount Payment Check 7212 3,826.93 Account Code Current Pmts 000/322.100 000/342.400 000/345.830 000/342.400 000/386.904 104.367.120 RECEIPT Permit Number: D06 -378 Status: APPROVED Applied Date: 10/06/2006 Issue Date: Payment Amount: 33,826.93 Payment Date: 07/12/2007 03:02 PM Balance: $0.00 2,300.74 223.50 49.25 225.00 4.50 1,023.94 Total: $3,826.93 0271 07/13 9710 TOTAL 4346.99 dac: Receiot-06 Printed: 07 -12 -2007 ..Copy Reprinted on.70 06 -2006. at. 15:26:27 10/06/2006 RECEIPT NO: 'R06 -01589 Initials: JEM User ID: 1165 Payee: MAJESTIC BUILDERS SET ID: S000000581 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount . ' . 5;:5:70..48 7+106 -224 ' ` 16:39 - :p006 . 178 69.00 TOTAL: .2,075.87 'City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 _Phone: 206-431-3670 Tax:106431 =3665 SET RECEIPT Payment Date: 10/06/2006 Total Payment: 2,075.87 TRANSACTION LIST: Type Method Description Amount Payment Check 6200 2,075.87 TOTAL: r7 . 2,071.87 ACCOUNT ITEM LIST• Description Account Code ' Current Pmts . " -:PLAN: 'CHECK,- . RES PW BASE APPLICATION FEB PW PLAN "REVIEW 1100/345:830 - 3 ;600.87 D00/322.100 250.00 000/345.830 ;.225.00 TOTAL: ..: ^.. 073.87 0571 10 /10 9710 TOTAL 2075.87 Steven M. Mullet Mawr Steve Lancaster, Director Project: A'l/fl 6, /, Type of Inspection: NA/ Ad�drres -s:: /' O GU Date Called: Special Instructions: Date Wanted: ��jj -:31- oe i"i., b-rt( Requester: Phone No: e-2 -53 - 264 — ‘VS 7 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ,c�G37,a PERMIT NO. CITY OF TUKWILA BUILDING DIVISION E. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. COMMENTS: J*c 7 ("# / 4 / spect Date: .00 REINSPECTION FEE EOUI Prior o inspection, fee must be d at 6300 Southcenter Blv ' . Suite 100. Call the schedule reinspection. eipt No.: (Date: Project: ft7ArJes/id gip/ Type of Inspection: r G✓3 Address: 1 -11 12 13 s 1 2 Date Called: Special Instructions: Date Wan d: / W (7ln CC; P.m. Requester: Phone No: - . -2& — 6VS 7 INSPECTION RECORD Retain a copy with permit INSPECT CITY OFFTUKWILA BUILDING DIVISION 6300 Southhtenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. ❑ Corrections required prior to approval. MMENTS: Date: EINSPECTION FEE RE ED. Prior o inspection, fee must be at 6300 Southcenter Blvd., Su a 100. Cal the schedule reinspection. pt No.: Date: Pro' c 4 I(' Type of Inspection: .V (/Jo I(_ IUSLtt,AiSO. Address: Date Called: Special Instructions: Date wanted: z `,, K i Requester: Phone No: Approved per applicable codes. Corrections required prior to approval: COMMENTS: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Inspecto pa !Receipt, o.: Date: REINSPECTION FEE R QUIRED. Prior • inspection, fee must be d t 6300 Southcenter Blvd.. Suite 100. Call he schedule reinspection. (Date: Projec4M . ` ) 1 1 J�P � I � Type p�Inspec -' W_ 0 0 {- J � Address: Date Called: Special Instructions: Date Wanted: 10130 a. m in P.M. I Requester. Phone No: 4 pproved per applicable codes. required prior to approval. Corrections COMMENTS: Inspector: 11.—._ —a AAA's. _ � 4 . _ Date: $ 3d INSPECTION RECORD Retain a copy with permit INSPE• ION NO. CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 ` 00 INSPECTION FEE R UIRED. Poor o inspection. tee must be p 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. r eceipt No.: (Date: Projecm /j \ ^ ._-y Type of Inspection: Address: 0 r E' 6 12 & ST Date Called: Special Instructions: Date Wanted: -3 I tr) a. Reque Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 A proved per applicable codes. COMMENTS: Ijspecto El Corrections required prior to approval. El S REINSPECTION FEE REOUIREb. Prior o inspection, tee must be p i at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: (Date: Projects 4 \n �l�Y1 TvpeAl ection:' v l / i}sgirt, Ad y Q C i 2 co s Date Called: Special Instructions: Date Wa ted: Reques(((t( ter: Phone No: 12- '...proved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 El Corrections required prior to approval. COMMENTS: C`cnq/coa s s Caws P -4p IZA An Y„b — Api' r""'`-cp $58.Ob EINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: C ,4 47 „ /PAS m rd372 Type of Inspection: \..) 4 L 42' Address: 4/6 zp S /2 ‘S Date Called: Special Instructions: Date Wanted: Requester: Phone No: GG- o €(5 - 7 S3 -L INSPE INSPECTION RECORD Retain a copy with permit ION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3 COMMENTS: 4 ate j D (3a/ dTh 1f0 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be id at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: (Date: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i V?fl /t /161✓,r tl 4 i Ott r /erovc ,P/ -t/ �.,.7 . -ye !tee ,At,A4w 4 6 ‘47 p P/- 67 (1 'a9r A,tieht� 4'.4 -7 ( - 5)6a;id S incis 6 1.rn,,r5r 7 ;ar, ,ii AFO(V 1z 74 )14fr.vrct /6 i° d it 6-.,- enni eh �S 017S5,14.5 Atj i1Af 4/, / /L A /u. , /cm cIQAct4.lo ,467 A Liar ,z? n1,Ls 5 1 ;t,( fi „v ell ev h e /75 n1 #, A. '(/vvi/ �2_ t tend li /c I F ll p l C (; / (,--1 c %. 4 _+ - -- l t . 'a=1 r v s hzc 7 ✓ir 12 6K p i •6 1-4-(6- o >,./s -i 21,4 !(9 F; /r iroefLfros lo 6754-417 ri ) 7/- 3 5'/e -r,- Cdr- Fig) t s 4 r.4 - 14 , //,stns - 1 </, c(er SAM .r (e s],-y 1.;e/ Project: l/ 1A3 fiS /( Type of Inspection: r ,4/niNEj N. Address: /) 76 S /76,51 Date Called: Special Instructions: Date Wanted: - / O � 2 7 � & a.m. (an': Requester: Phone No: 2 — 2L0-(Y/5 - 7 to I Approved per applicable codes. INSPECTION RECORD Retain a copy with permit fi /_)l/6 -37., INSPECTION NO. PERMIT NO. /n CITY OF TUKWILA BUILDING DIVISION 1 � 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.36p0\ Corrections required prior to approval. Date: 7� rl H �00 REINSPECTION FE EQUIRED. Prior o inspection, fee must be lvd.. Suite 100. Call the schedule reinspection. paid at 6300 Southcenter 'Receipt No.: !Date: `4 let Project: f S / (e f Type of Ips ctj / � H L / 6 Address Date Cald: le Special Instructions: Date /need / / a Requester: Phone No: El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECfiION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: r II l{ /, r /6 c/ Cr/l2 % h 6 /11p d's J �� JI nyP /tc. El $58. EINSPECTION FEE EQUIRED. Prior o inspection, fee must be paid a 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: (Date: Corrections required prior to approval. PERMIT NO. (206)431 -3670 Project: PI % D +, � v`' A .fS S ` t Type of Inspection: / l� _ /` Ci21by h Address: HO) 8 S 116 St Date Called: I ID- n-07 Special Instructions: Date Wanted: )0-19- 07 n. Requester: Phone No: 2--Si - (OtiS7 INSPECTION NO. INSPECTION RECORD t6 378 � Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes Corrections required prior to approval. =58 ,. EINSPECTION FEE REQUIRED.'rior o insp lion. fee must be paid at 6300 Southcenter Blvd., Suite 10t. Call the hedule reinspection. !Receipt No.: 'Date: Project: In n T I r . R, t ( V.1C Type of Inspec ion: v R co f' s h 4 1 %) S. Address: I z (o S-%--‘ pT Date Called: Special Instructions: Date wanted: I 01i010-1 p.m. Requester: Phone No: ) - n3 —?(o(s r Cell S'7 1)6G -3 INSPECTION RECORD Retain a copy with permit INSPECT' N NO. PERMrr NO. CITY OF TUKWILA BUILDING DIVISION \ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3o Approved per applicable codes. Corrections required prior to approval. COMMENTS: $ :• s i REINSPECTION FEE REP IRED. P . r o inspection. fee must be p.. at 6300 Southcenter Blvd.. uite 100. Call the schedule reinspection. 'Receipt No.: Date: .. Project: (� t11 6f ;e 1SZ1 1 ld.r c Type of Inspection: t.1/4.)A /61 Sk, Address: - ti o23 S 17to Date Called: special Instructions: Date Waned: am. Requester: Phone No: 2 --z &4- ci s - ' - ) INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 d C - P, PER NO. (206)431 -36 I 1approved per applicabiq codes. El Corrections required prior to approval. COMMENTS: C- Sk0A1-4,■ s 3k ; ( ) d,"/ ---k rats* U .00 REINSPEC11ON FE REQUIRED. P r o inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. CCC CCCaaaaaall the schedule reinspection. 'Receipt No.: 'Date: Project: J o f 4 . x,, 47 Type of Inspection: 94) �,a �4, Address: Address 5 /.2 ( s y Special Instructions: Date Wanted: /0 — 7 -0 '7 3�! p.m. Requester: Phone No: 15 26 6 — /e /s 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ap` INSPECTION RECORD Retain a copy with permit I Dc 6-37? PERMIT NO. (206)431- ble codes. El Corrections required prior to approval. MMENTS: I 7 O K u�-- 0 $58.00 REINSP ON FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: (� / Project: , rfr! /.5fil Al, /4 of Inspection: .30/ _ , s !� , Address: �(JJ iUate 1 7020 $$. /24 Called: Special Instructions: Date Wanted: /7 /'J._7 /. ` Ca.y -p.m. Requester: Phone No INSPECTION RECORD Retain a copy with permit INSPECT) • NO. PERMIT NO. CITY 0 TUKWILA BUILDING DIVISION r• 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 COMMENTS: Approved per applicable codes. 0 Corrections required prior to approval. r ,C. X- 376 OS58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Project: ./laJ ran c // al r /�h Type of Inspection: 10/ ® ncrole S�ahI; Address: 0 s' / / KJ /IL Date Called: Special Instructions: Date Wanted: "7"-/I-e)7 r amfm P.m. Requester: Phone No: 7c7-26b -64 3 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD 046-37i Retain a copy with permit e prrections required prior to approval. COMMENTS: 440;4 0. -71 ;, --‘ / ® ✓i / <u / /HSH 4 Q �T�iilrri/ X50 .77 I, e'" ats., In Date: $58.00 PECTION FEE REQUIRED. Prior o inspection, fee must be paid 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: Project Type of Inspection: Address: t� /Z Date Called: Spe__cciiiaall Instructions: Date Wanted_ G g /a, ry `—gy Requester: Phone No: 2-s`3 ld--GyS"J Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT�p0. CITY OF TUKWILA BUILDING DIVISION 11U 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Ei Corrections required prior to approval. COMMENTS: g 7; gla ( Inspector: (Date: yd7 $58.00 REIN j1d' ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 outhcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: / Project: �j tat i577 f &// idti S Type of Inspection: /- O/' v4 Address: yt; f,' s 2 6 s-I Date Called: Special Instructions: / �,y � 2 / /11 9i 7� & V Date (Wanted: (Y —07 P.m. Requester': / / . Phone 5 2C��O- -% ! -5 / Dad 72 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 tit Approved per applicable codes. El Corrections required prior to approval. COMMENTS: S T /A ( / / /ti tL4(2 ' spe (ah IDat' - 3 u c' I .00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: (Date: COMMENTS: , Type of Ins ec�ion: �U� "p„- At 1) )1)( I, ,- J '� Da a Called: 1(1 7bd- I" Spe ial Instructions: Date Wanted: a c m. Requester i-dK) Project: , 0/2� /4 t5t.t 1( , Type of Ins ec�ion: �U� "p„- Ad res ' cle) '� Da a Called: Spe ial Instructions: Date Wanted: a c m. Requester i-dK) ➢hnon ,2 (.LA..4) —14714 S7 Inspector: INSPECTION RECORD Retain a copy with permit 1= PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. (l (Date: t ( I/ 0 $58.00 REINSPEC11ON FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali the schedule reinspection. (Receipt No.: (Date: Project: AA Type o ` nspection: Address: gip? S 9a(p- `Y I � I `� Date J ' 09 ' '2 Special Instructions: Date Wanted: 5 f 3 a.m. p.m. Requester f Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Vl 1 Ap per applicable codes. 0 Corrections required prior to approval. COMMENTS: $58.00 REI'SPECTION FEE REQUIRED. Prior o inspection. tee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: IDate: Pr 'ect: 4 `Mil IC tl , .l qua Sof I (P i _ _ ( � ,(/(El.i DateC � at / Ie t d YJ : Si: . T of_ ection: , In ;p ,., p I 6 a« sS 5( I i R /0 Address) Special Instructions: Date Wanted: aa l o e , m Requester •/ / / � (,, Pi53;.3 � 4 ce_ L}� t/f INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO Corrections required prior to approval. COMMENTS: /I? ?/a J ((Pe . G u. P41 !Date: /j/ I $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. !Receipt No.: !Date: Project: Project: Bk-lis Type of Inspection: (64-5 Address: Vz g .5 )26St Date Called: 09/04- Special Instructions: Date Wante : 0/40/0kr a. n. p.m. kequester ( 74741f run Phone No: (9 S'3.0766 -6C' (cat INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: I, I d /u c)(2 --pt ( e Im 6M 'Date: 1/ van $58.00 REINSPECTION FEE REQUIRED. Prior t o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Inspector: 'Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. COMMENTS: Type of Inspection: 3i-et vin De pc L /}g r C rS rH� s c ✓TTl rDr i I. 2" c- L -L. I ri fU>!LJ G w( Date Want / Sin" tirrn; ✓Nr I w 5 I cc L.c.G�C^" 4 iii £ /f r" c cP� r3Ac k rye' ‘-c k I 7 Cant rn rte n - gE &t At-Pr e D /r" .vel t,C;T---A / Or -7 v coci- P"-- -- / 2 4 4_4._ s'lliic M Der ^-- Project: Fa rPI40 1 1000 Type of Inspection: 3i-et vin De Address: 1 7 / 00M 3 1 S t Date Called: /? / y /o 7 Spec eett` l Date Want / Sin" tirrn; Reque tgF Phone o: fiCI) an — eoYS7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Inspectors' [� / 2 /5- I 'Date: Pot,-3 PERMIT NO. Approved per applicable codes. Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Residential Engineering Group 1901 Center Street - Tacoma, WA 98409 Ph 253.284.3100 Fax 253.284.3183 June 4, 2007 Building Department City of Tukwila 6300 Southcenter Boulevard, Ste. 100 Tukwila, WA 98188 Attn: Allen Johannessen, Plans Examiner Ref: Permit # D06 -378, Majestic Residence — 4028 S 126 St. C This letter is in response to comments regarding the plan submitted for the above referenced project. The following responses are listed in the order of the comments received in your memo dated Feb. 21 1. The topographic provided to us by the builder indicates the grade level slopes up from the front to the rear. We have revised the elevations and main floor frdrning to accommodate the site conditions. Please refer to the revised sheets 2/6, 6/6, 6A/6, and S2/2. We have alsp provided calculations for a 6ft retaining wall that may be necessary for parts of the main floor. 2. The concrete compressive strength is listed as 3000 pounds per square inch (psi), however the allowable bearing pressure of the soils is list as 2000 pounds per square foot (psf) and should not be confused. The foundation design used a 1500 psf allowable soil bearing pressure, and is therefore conservative. The structure will only be 2 stories according to the topographic plans provided to us. Therefore the prescriptive footing width is less than the width specified on our plans. If you have any questions, please give us a call. Sincerely, Mark Myers, P.E. Project Engineer RECEIVED CITY OF TUKWILA JUL 0 3 2007 PERMIT CENTER '1LE .\ Permit No. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 11 2007 Of Tukwila ION Dr, IN CORRECTION LTR# Z Residential Engineering Group RETAINING WALL EXPIRES: JUNE 5, 2009 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. June 21, 2007 2003 INTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D PROJECT: Addendum to Plan 2536/2B 4028 South 126 Street Tukwila, WA 1901 Center Street Tacoma, WA 98409 Phone 253.284 -3100 Fax 253.284 -3183 Rev: 580021 User:M.0605873, Ver 5.8.0 1- Nov2008 (01983-2006 ENERCALC Engineering Software Cantilevered Retaining Wall Design 2536.2b.eow:CaIculations II Description Eft Cantilever Retaining Wall w/ slab (Majestic) Criteria 1 Retained Height = 6.00ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 In Soil Density = 125.00 pcf Wind on Stem Total Bearing Load ...resultant ecc. 0.0 psf Axial Load Applied to Stem Design Summary 3,045 Ibs 1.80 in Soil Pressure @ Toe = 1,417 psf OK Soil Pressure @ Heel = 733 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,656 psf ACI Factored @ Heel = 856 psf Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel = 23.1 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.67 OK Sliding = WA Sliding Cafes Slab Resists All Sliding ! Lateral Sliding Force = 840.0 Ibs Footing Design Results r Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 1,656 = 911 = 123 788 5.12 = 85.00 = None Spec'd = None Spec'd = #5 @15.00in Residential Engineering Group, LLC 1901 Center Street Tacoma, WA 98409 Tel: 253- 284 -3170 Fax: 253-284-3183 Heel 856 psf 0 ft-# 1,813 ft-# 1,813 ft4 23.10 psi 85.00 psi Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootlngilSoil Friction Soil height to ignore for passive pressure Axial Dead Load Axial Live Load Design height Wall Material Above "Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Pc Fy Code Ref: ACI 318-02, 1997 UBC 2003 IBC 2003 NFPA 5000 = 1,500.0 psf Method = 35.0 = 35.0 = 250.0 = 0.0 ft = 0.300 0.00 in = 226.0 Ibs = 370.01bs Stem Construction fb /FB + fa /Fa Total Force @ Section Ibs = Moment....Actual ft4 = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap /Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' in = Masonry Data Pm psi = Fs psi= Solid Grouting = Special Inspection = Modular Ration' •_ Short Term Factor = Equiv. Solid Thick. Masonry Block Type = Concrete Data Top Stem Stem OK ft = 0.00 = Concrete 8.00 _ # 4 = 15.00 = Center psi = psi = Other Acceptable Sizes E Spacings Toe: Heel: Key: 0.781 1,071.0 2,142.0 2,744.1 22.3 85.0 18.72 6.48 96.7 4.00 2,500.0 60,000.0 Footing Strengths & Dimensions 1 Pc = 2,500 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi 0.0014 1.08 ft 1.75 2.83 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in © Btm.= 3.00 in Axial Load Eccentricity = 0.0 in Residential Engineering Group, LLC 1901 Center Street Tacoma, WA 98409 Tel: 253-284-3170 Fax: 253-284-3183 Rev: 580021 user: KW -0605873, Ver 5.8.0 1- Nov -2006 18119834006 ENERCALC Engineering Software Cantilevered Retaining Wall Design 2536- 2b.ecw:Calculatwns Description Item 6ft Cantilever Retaining Wall w/ slab (Majestic) Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING Force Distance Moment lbs ft ft-11 Heel Active Pressure = 857.5 2.33 Toe Active Pressure = -17.5 0.33 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load © Stem Above Soil = SeismicLoad = Vertical component of active pressure used for soil pressure 2,000.8 -5.8 Total = 840.0 O.T.M. = 1,995.0 Resisting /Overturning Ratio = 2.87 Vertical Loads used for Soil Pressure = 3,045.0 lbs Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth © Stem Transitions= Footing Weight = Key Weight = Vert. Component Total = RESISTING Force Distance Moment lbs ft ft4 812.4 2.29 1,861.5 226.0 1.42 320.1 628.3 1.42 890.0 424.9 1.42 601.9 583.4 2.83 1,652.7 2,675.0 lbs R.M.= 5,326.3 Sliding Restraint Pp= 125.# 1417.1psf 1 DL= 226 LL= 370.050000000.0005#, Ecc= 0.0005in 732.55psf 857.5# L. Geotechnical Engineering Report Tiede Property Tukwila, Washington For Majestic Homes env RECEIVED TUKWILA FEB 15 20071 PERMIT CENU, COPY •.' Permit No. INCOMPLETE LTR #S_— 348 Cornerstone Geotechnical, Inc. June 9, 2006 Mr. Mike Davis Majestic Homes 1201 Monster Road SW, #320 Renton, Washington 98055 Geotechnical Engineering Report Tiede Property Tukwila, Washington CG File No. 2065 Dear Mr. Davis: 17625 - 130t Ave. NE, C102, Woodinville, WA 98072 Phone: 425. 8441977 Fax: 425.844-1987 INTRODUCTION This report presents the results of our geotechnical engineering investigation at your proposed single - family residential project in Tukwila, Washington. The site is located between the 12600 block of 41' Avenue South and State Route 599, as shown on the Vicinity Map in Figure 1. You have requested that we complete this report to evaluate subsurface conditions and provide recommendations for site development. We have been provided with a copy of a site plan dated May 25, 2006, by Kenneth R. Anderson and Associates titled "Davis Real Estate Group, Famum / Tiede ", which shows the existing topography at the site. PROJECT DESCRIPTION We have been informed that the planned development consists of one single - family residence. We have not been provided with a grading plan, but we understand that site grading may include minor cuts and fills. At this time, we are not aware of the exact location of the building footprint. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services as outlined in our Services Agreement, dated March 1, 2006, includes the following: Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 2 1. Review subsurface conditions at the site with backhoe - excavated test pits. 2. Complete a walk -over of the site to observe surface conditions along the slopes at the north and eastern portions of the property. 3. Provide recommendations for support of the planned foundations, including recommendations for slope setbacks. 4. Provide recommendations for site preparations and grading. 5. Provide general recommendations for site drainage. 6. Prepare a report summarizing our conclusions and recommendations. SITE CONDITIONS Surface Conditions The irregularly- shaped project site is about 2.5 acres in size and has maximum dimensions of approximately 200 feet in the east -west direction and 750 feet in the north -south direction. Access to the site is located east of the intersection of 41 Avenue South and South 126 Street. The site is bordered by an existing residential development and 41 Avenue South to the west, State Route 599 to the east, residential property to the south, and undeveloped land to the west and north. A fence currently bisects the property in the middle of the site from north to south. A layout of the site is shown on the Site Plan in Figure 2. The site is generally gently to moderately sloping downward to the south in the western and central regions of the site and moderate to steeply sloping to the east in the eastern region of the site. Slopes in the eastern region of the site were observed to be approximately 40 to 55 percent. The site consists of an unmanicured lawn and a large deciduous tree in the western region of the site, and deciduous and evergreen trees, blackberry bushes and ferns in the eastern region of the site. Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, areas of the Puget Sound region were overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a typical glacial sequence includes advance outwash sand overlain by glacial till. Advance outwash is Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 3 described as sand and gravel. Glacial till is an unsorted mixture of sand, silt, and gravel that was deposited below the glacier, and is commonly referred to as "hardpan." The glacial rill has been consolidated under the weight of the glacier and exhibits both high strength and low permeability. The geologic units for this area are mapped on the Geology of the Des Moines Quadrangle. Washington by Howard H. Waldron, et al (U.S. Geological Survey, 1962). The site is mapped as being underlain by a glacial till in the western region of the site with advance outwash in the steep slope in the eastern region of the site. Our site explorations encountered glacial drift. Glacial drift, as defined in this report, is similar to glacial till, but is typically less dense and exhibits sorting or contains sand seams. Explorations Subsurface conditions were explored at the site on March 7, 2006, by excavating a total of three test pits. The test pits were excavated to depths of 8.7 to 12.8 feet below the ground surface. The explorations were located in the field by an engineer from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. The approximate locations of the test pits are shown on the Site Plan in Figure 2. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented in Figure 4. Subsurface Conditions A brief description of the conditions encountered in our explorations is included below. For a more detailed description of the soils encountered, review the test pit logs in Figure 4. Test Pit 1 encountered a surficial layer of topsoil, 0.7 feet in thickness. The topsoil consisted of loose, dark brown to black, silty fine sand with roots and organics. Beneath the topsoil layer, weathered, medium dense silty fine to coarse sand with gravel and roots was observed from 0.7 to 3.3 feet in depth. Medium dense to dense silty fine to medium sand with gravel was observed beneath the weathered material from 3.3 feet to the bottom of the excavation at a depth of 12.8 feet. This material is interpreted as glacial drift. Test Pits 2 and 3 encountered a layer of fill at the surface that extended to a depth of 1.6 feet. Fill material consisted of loose, dark brown silty fine to medium sand with gravel. Underneath the fill Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 4 material, buried topsoil was observed to a depth of approximately 2.5 feet. Medium dense, weathered silty fine to medium sand with gravel and roots was encountered at depths of 2.2 to 4.2 feet in Test Pit 2 and 2.5 to 5.2 feet in depth in Test Pit 3. Test Pits 2 and 3 were completed in medium dense to dense silty fine to medium sand with gravel at 11.6 and 8.7 feet, respectively. This material is interpreted as glacial drift. Hydrologic Conditions Ground water seepage was not encountered in our test pit explorations. The dense glacial drift is considered poorly draining. During the wetter times of the year, we expect perched water conditions will occur as pockets of water on top of the drift layer. Perched water does not represent a regional ground water "table" within the upper soil horizons. Volumes of perched ground water vary depending upon the time of year and the upslope recharge conditions. GEOLOGIC HAZARDS Landslide Hazards The core of the site is inferred to be composed of glacially overridden soils. We consider these soils to be of high strength and considered to be stable with regard to deep- seated slope failures. We did not observe indications of surficial seepage on the site, nor did we observe indications of shallow or deep - seated slope failures. A few mature evergreen trees are growing on the steep slope on the eastern side of the site; the trunks of these trees were straight and did not exhibit curving that would indicate past slope movement. There is a potential that the surficial soils on the steeper sections of the slope could slough over time. Any slough events are expected to be surficial, and are affected by surface water and man -made impacts. The risk of slough events can be minimized if proper drainage is installed, vegetation on the slope is maintained, and yard waste and other debris are kept off the slopes. We would expect if a slough event were to occur, it would be small in scale and relatively shallow. We did not observe any indication of recent sloughing on site. Erosion Hazard The erosion hazard criteria used for determination of affected areas include soil type, slope gradient, vegetation cover, and ground water conditions. The erosion potential is related to vegetative cover and the specific surface soil types (group classification), which are related to the underlying geologic units. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 5 Over the majority of the site we consider the erosion hazard to be slight with vegetative cover in place and moderate when stripped of vegetation. A portion of the site is over 40 percent slope. These areas are generally considered to have moderate potential for erosion when covered with vegetation and high when stripped of vegetation. Best management practices (BMPs) and applicable codes should be followed during site grading to limit potential for erosion. We do not expect this site will require unusual or extreme erosion management methods. There are no water bodies adjacent to the site. Seismic Hazard It is our opinion, based on our subsurface explorations, that the Soil Profile in accordance with Table 1615.1.1 of the 2003 International Building Code (IBC) is Soil Class C. We referenced the 2002 map from the US Geological Survey (USGS) website to obtain values for S, and S The USGS website includes the most updated published data on seismic conditions. The seismic design parameters are: S, 148.43% g S 51.11 %g F, 1.0 F„ 1.3 From Table 1615.1.2(1) of the 2003 IBC From Table 1615.1.2(2) of the 2003 IBC Site specific coefficients and adjusted maximum considered earthquake spectral response acceleration parameters apply as shown in Section 1615.1 of the IBC. Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The underlying dense soils are considered to have a very low potential for liquefaction and amplification of ground motion. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is compatible with the planned development. The underlying medium dense to dense glacial deposits are capable of supporting the planned structures and pavements. We recommend that the foundations for the structures extend through any topsoil, loose, or disturbed soils, and bear on the underlying medium dense or firmer, native glacial soils, or on structural fill extending to these soils. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 6 Based on our site explorations, we anticipate these soils will generally be encountered at or near typical footing depths. The steep slopes in the eastern region of the site are interpreted to be stable with respect to deep- seated failures. Some sloughing could occur on the steeper portions of the site. We provide a recommended setback from the top of the slope, described in the Slope Setback section of the report. It will be important to not allow concentrated water to flow toward the steep slope areas. This will be critical to maintaining the stability of the surficial soils on the slopes. The soils likely to be exposed during construction are highly moisture sensitive and will disturb easily when wet or during wet conditions. We recommend that construction take place during the drier summer months, if possible. If construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include additional depth of site stripping, export of on -site soil, the import of clean granular soil for fill, and the need to place a blanket of rock spalls in the access roads and paved areas prior to placing structural fill. Slope Setback Uncertainties related to building along the top of steep slopes are typically addressed by the use of building setbacks. The purpose of the setback is to establish a `buffer zone" between the structure and the top of the slope, so that ample room is allowed for normal slope recession during a reasonable life span of the structure (usually taken to be 100 years). In a general sense, the greater the setback, the lower the risk. From a geological standpoint, the setback dimension is based on the slope's physical characteristics, such as slope height, surface angle, material composition, and hydrology. Other factors such as historical slope activity, rate of regression, and the type and desired life span of the structures are important considerations as well. The site is underlain by medium dense or better glacial soils. These soils are considered stable and indications of instability were not observed. It is our opinion that the glacial drift is stable and indications of instability on the slope were not observed. It is our opinion that the preliminary structure setback of 25 feet from the top of slope (10 -foot buffer and 15 -foot building setback) will provide an adequate setback for the design life of the proposed structures. From a geotechnical standpoint, it is possible that these Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 7 structures may be closer to the top of slope, but this should be reviewed and approved by the geotechnical engineer, and it will depend upon the slope geometry, subsurface conditions, and design. Site Preparations and Grading The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium dense or firmer native soils in pavement and building areas. The excavated material should be removed from the site, or stockpiled for later use as landscaping fill. The resulting subgrade should be compacted to a firm, non - yielding condition. Areas observed to pump or weave should be repaired prior to placing hard surfaces. The on -site glacial drift soils likely to be exposed during construction are considered highly moisture sensitive, and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact to structural fill specifications in wet weather. We recommend that earthwork be conducted during the drier months. Additional expenses of wet weather or winter construction could include extra excavation and use of imported fill or rock spalls. During wet weather, alternative site preparation methods may be necessary. These methods may include utilizing a smooth - bucket trackhoe to complete site stripping and diverting construction traffic around prepared subgrades. Disturbance to the prepared subgrade may be minimized by placing a blanket of rock spalls or imported sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful in reducing grading costs during the wet season. These methods can be evaluated at the time of construction. Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field - observation procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. Materials: Imported structural fill should consist of a good quality, free-draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all- weather structural fill should contain no more than 5 percent fines (soil finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4 -inch sieve. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 8 The use of on -site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. During warm, sunny days this could be accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of moisture may also be necessary. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10- inch -thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. For planning purposes, we recommend that temporary cuts in the near- surface weathered soils be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1 V). Cuts in the dense glacial drift may stand at a 1H:1 V inclination or possibly steeper. If ground water seepage is encountered, we would expect that flatter inclinations would be necessary. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 9 We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 2H:1 V Lightly compacted fills or common fills should be no steeper than 311:1V. Common fills are defined as fill material with some organics that are "tackrolled" into place. They would not meet the compaction specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it is established. Foundations Conventional shallow spread foundations should be founded on undisturbed, medium dense or firmer soil. If the soil at the planned bottom of footing elevation is not suitable, it should be overexcavated to expose suitable bearing soil. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and it should also extend at least 1 foot into bearing soils, whichever is deeper. Minimum foundation widths should conform to IBC requirements. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 2,000 pounds per square foot (psf) be used for the footing design. An increase of one -third is allowed when using the alternate load combination in Section 1605.32 of the IBC that includes wind or earthquake loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 -inch total and 1/2-inch differential between footings or across a distance of about 30 feet. Higher soil bearing values may be appropriate for footings founded on the unweathered drift and with wider footings. These higher values can be determined after a review of a specific design. Lateral Loads The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement, which can occur as backfill is placed, and the inclination of the backfill. Walls that are free to yield at least one - thousandth of the height of the wall are Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 10 in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 37 pounds per cubic foot (pcf) and 57 pcf, respectively, may be used for design for a level backslope. These values assume that the on- site soils or imported granular fill are used for backfill, and that the wall backfill is drained. The preceding values do not include the effects of surcharges, such as due to foundation loads or other surface loads. Surcharge effects should be considered where appropriate. The above drained active and at -rest values should be increased by a uniform pressure of 8.2H and 25.7H psf, respectively, when considering seismic conditions. H represents the wall height. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. A coefficient of friction of 0.45 may be used to determine the base friction in the native glacial soils. An equivalent fluid density of 225 pcf may be used for passive resistance design. To achieve this value of passive pressure, the foundations should be poured "neat" against the native dense soils, or compacted fill should be used as backfill against the front of the footing, and the soil in front of the wall should extend a horizontal distance at least equal to three times the foundation depth. A factor of safety of 2.0 has been applied to the passive pressure to account for required movements to generate these pressures. The friction coefficient does not include a factor of safety. All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8 -inch loose lifts and compacting with small, hand - operated compactors. Slabs -On -Grade Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading subsection. Slabs should be supported on medium dense or firmer native soils, or on structural fill extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of free - draining coarse sand or pea gravel for use as a capillary break A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break An additional 2- inch -thick damp sand blanket should be used to cover the vapor barrier to protect the membrane and to aid in curing the concrete. This will also help prevent cement paste bleeding down into the capillary break through Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 11 joints or tears in the vapor barrier. The capillary break material should be connected to the footing drains to provide positive drainage. Drainage We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge system. We suggest that the finished ground surface be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the buildings, as indicated in IBC Section 1803.3. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an approved drainage area or system. We recommend that footing drains be used around all of the structures where moisture control is important. The underlying drift soils may pond water that could accumulates in the crawlspace. It is good practice to use footing drains installed at least 1 foot below the planned finished floor slab or crawlspace elevation to provide drainage for the crawlspace. At a minimum, the crawlspace should be sloped to drain to an outlet tied to the drainage system. If drains are omitted around slab -on -grade floors where moisture control is important, the slab should be a minimum of 1 foot above surrounding grades. Where used, footing drains should consist of 4- inch - diameter, perforated PVC pipe that is surrounded by free - draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point. Crawlspaces should be sloped to drain, and a positive connection should be made into the foundation drainage system. For slabs -on- grade, a drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. CONSTRUCTION OBSERVATION We should be retained to provide observation and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 12 USE OF THIS REPORT We have prepared this report for Majestic Homes and its agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our services have been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. oOo Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Tiede Property Tukwila, Washington June 9, 2006 CG File No. 2065 Page 13 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Cornerstone Geotechnical, Inc. Jeff Laub, LG Project Geologist 'EXPIRES 08 /16/a I Rick B. Powell, PE Principal JRW:JPL:RBP:nt 4 /9 / x' Three Copies Submitted Four Figures Information about this Geotechnical Engineering Report Cornerstone Geotechnical, Inc. Cornerstone Geotechnical, Inc. '' ' 17625 -130th Ave NE, C-102 Vicinity Map Phone: (425) 844-1977 Fax: (425) 844-1987 • Woodinville, WA • 98072 File Number 2065 I Figure 1 Majestic Homes - Tiede Property 0 40 80 Scale 1" = 40' Cornerstone Geotechnical, Inc. 17625-130th Ave NE, C -102 • Woodinville, WA • 98072 Phone: (425) 844 -1977 Fax: (425) 844 -1987 LEGEND File Number I Figure 2065 2 Q N TP -1 Number and Approximate Location of Test Pit Majestic Homes - Tiede Property Important ;Information Aboot Your Gootochnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The following information is provided to help you manage your risks. Ceotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Ceotechnical Engineering Report Is Based on A Unique Set of Project - Specific Factors Geotechnical engineers consider a number of unique, project- specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility of liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man -made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Ceotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual y subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled 'limitations' many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing In or on the structure involved. Rely, on Your ASFE - Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE- member geotechnical engineer for more information. ASFE ll• lost loupe •• lull 8811 Colesville Road /Suite G106, Silver Spring, MD 20910 Telephone: 301 /565 -2733 Facsimile: 301 /589 -2017 e -mail: info @aste.org www.asfe.org copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part by any means whatsoever, is strictly prohibited, except with ASFES specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, Individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER06045.OM 102 S. 26 St. Residential Design, Inc. FILE con \ LATERAL ANALYSIS & BEAM CALCULATIONS EXPIRES: JUNE 5, 2009 IF THIS SIGNATURE IS NOT IN COLOR, • DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Plan 2536/2B RECEIVED CITY OF TUKWILA July 31, 2006 JUL 13 2001 2003 INTERNATIONAL BUILDING CODE PERMIT CEN EMM 85 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D CORRECTION LTR# 2 Tacoma, WA 98402 Phone 253.284 -3170 Fax 253.284 -3183 �_.� �- ..:•slo -J: Cascade Residential Design, Inc. 102 South 26th St, Tacoma, WA 98402 Tel;,(253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS POSTS 4X4- - 4X6- 6X6— 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 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. HF #2 HF #2 -DF #2 TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. 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. Cascade Residential Design, Inc. 102 youth 26th St, Tacoma, WA 98402 Teti (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/26 2536- 2B.mcd 7/31/2006 Designer: Binh Tran LA TERAL ANALYSIS : BASED ON 2003 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2003 IBC CHAPTER 16 SECTION 1615 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: — Soils Site Class D — Seismic Design Category D IE := 1.0 For Seismic Use Group I occupancy (Table 1604.5) R := 6.5 Light - Framed Wood Walls Shear Panels (Table 1617.6.2) S := 1.58 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period Si := 0.483 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period F := 1.00 Site Coefficient based on Site Class & S (Table 1615.1.2(1)) F := 1.5 Site Coefficient based on Site Class & S (Table 1615.1.2(2)) W,w Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) 2 SDS 3 — •Sms 2 SDI 3'Sml Equation 16 -38 Sms Ss' Fa Sms = 1.58 Equation 16-40 Equation 16 -39 Smi = Si Fv S = 0.72 Equation 16-41 Equation 16 -56 v := ( 1.2•SDs) R W V = 0.194 W Equation 16 - Plan Area for Each Level: Al := 30ft•60ft (Upper Roof) A = 1800ft Plan Perimeter for Each Level: pi := 2(30ft) + 2(60ft) (Upper Roof) P1 =180ft Total Weight of Structure at Each Level: wI := 15•psf•(A1) + 10•psf•5•ft•(P1) (Roof) (Wall) �1.2•SDS•wl� FI . 6.5 w2:= 15.psf•(A2)+ 10•psf•1541•(P2)+ 15.psf.(A2) (1.2•SDS'w2) (Roof) (Wall) (Floor) F2:= F A2 := 30ft•60ft (Main Floor) A2 = 1800 ft P2 := 2(30ft) + 2(6011) (Main Floor) P2 = 180 ft 6.5 1.2• SDS R F1 = 7000.621b F2 = 15751.38 SDS = 1.05 SDI = 0.48 w F = 0.194 wx Cascade Residential Design, Inc. 102 South 26tfi St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fat (253) 284 -3183 PROJECT :Plan 2536/28 2536- 2B.mcd 7/31/2006 Designer: Binh Tran WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -02 SECTION 6.5.3 ENCLOSED LOW -RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 85 mph WIND SPEED Equation 6 -18 p= g - (GC Mean Roof Height h := 25•ft q = 0.00256K = Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GC External Pressure Coefficients per Figure 6 -10 GC = Internal Pressure Coefficients per Figure 6 -5 K15 := .70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6 -3) K20 :_ .70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6 -3) K25 := .70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6 -3) K30 := .70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6 -3) 1( 40 :_ .76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6 -3) Topographic Factor Multipliers w/ L = Oft, H = Oft, and x = Oft (Figure 6-4). K1 := 0 K2 := 1 K3.15 1 K3.20 1 K3.25 1 K3.30 1 Topographic Factor Coefficients (Figure 6 K151 = (1 + KI'K2'K3.15) K15t = 1 K20t (1 + Kl•1C2'1C3.20)2 K25t := (1 + K1•K2' K301 := (l + KI'1C2'1t3.302 (l +K K K )2 K401 1' 2' 3.401 K201 = 1 K25t = I K30t = 1 1 C40t = 1 Kd:= 0.85 Wind Directionality Factor (Table 6 -4). v := 85 Wind Speed per Hours (Figure 6 -1). 1:= 1.0 Important Factor (Table 6 -1). 10 3.40 := 1 Cascade {tesidential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Falc: (253) 284 -3183 PROJECT :Plan 2536/28 2536- 2B.mcd 7/31/2006 Designer: Binh Tran Velocity Pressure ( q Evaluated at Height z (Equation 6 -15) qi5 0 . 00256 •K15 - Kist . Kd ' v 2-1 q15 = 11.01 q20 := 0 . 00256 •K20 . K20t'Kd'v 2-1 q20 = 11.01 q25 0 . 00256. K25 - K25t . Kdv 2.1 q25 = 11.01 q30 0 . 00256 •K30 . K30t'Kd'v 2.1 q30 = 11.01 q40 0 . 00256. K40 1 K400Kd . v 2.1 q40 = 11.95 Internal Pressure Coefficients (Figure 6 - 5) GC P i :_ .18 +/- The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GCpfI := .56 GCO2 :_ .21 GC := — .43 GCPf4 —.37 GCPf1E:= .69 GC :_ .27 GC :_ —.53 GCpf4E — .48 End Zone Coeffieicient "a" (Figure 6 -10, Note 9): Least Horizontal Dimension x := 30ft 10% of Least Horizontal Dimension 0.1x = 3 ft or 40% of Mean Roof Height 0.4.h = 10 ft ' whichever is smaller, but not less than 4% of Least Horizontal Dimension or 3ft Therefore a := 3.0ft 0.04x = 1.2 ft Cascade Residential Design, Inc. 102 South 28th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fat (253) 284 -3183 PROJECT :Plan 2536/26 2536- 2B.mcd 7/31/2006 Designer Binh Tran Design Wind Pressures (Equation 6 -18) P15.1 ( 115 • (GC p t7 ). psf P15.2 = g15•(GCpt2)•psf P15.3 g15 P15.4 g15•(GC04)•psf P20.1 g20•(GC P20.2 g20'(GCO2)'psf P20.3 g20'(GC P20.4 ( 1204GCpf4)'psf P25.1 := g254GCpfl)•psf P25.2 925'(GCpt2)•psf P25.3 g25' P25.4 c125'`GCpf4)•psf P30.1 g30'(GCpt ).psf P30.2 g30-(GCpf2) •psf P30.3 g30•(GC P30.4 g304GCpf4) P40.1 g40'(GCpl)•psf P40.2 940•(GCpf2) P40.3 940•(GCpt3) P40.4 g404GCpf4)•psf P15.1= 6 P152= 2 . 311 bft 2 P15.3= 4 . 731 bft 2 P15.4 = -4.07 lb 8 P20 = 6.161b1 P20.2= 2 P20.3 = -4 lb ft -2 P20.4 = -4 lb ft P25.1 = 6.161b ft P25.2= 2 . 311 bft 2 P25.3 = -4.73 lb 8 P25,4 = -4.07 Ib ft P30.1= 6 P30.2= 2 . 311 bft 2 P30.3 = -4.73 lb ft P30.4 = - 4.07 lb ft P40.1 = 6.69 lb ft P40.2= 2 . 51 lbf -2 P40.3 = -5.14161 P40.4 = -4.42 lb ft -2 P15.1E g15(GCpf1E)•psf P15.2E g15•(GCpf2E)•psf P15.3E 9154GCpf3E) P15.4E := g15'(GCpf4E)4psf P20.1E g20•(GCpnE)'psf P20.2E g20'(GCpt2E)•Psf P20.3E g20'(GCpf3E)'psf P20.4E g204GCpf4E)•psf P25.1E g25 P25.2E g25•(GCpf2E) P25.3E := q25• / (GCpt3E)'psf P25.4E g25'(GCpf4E)•psf P30.IE 930'(GCpfIE) P30.2E g30*(GCpf2E)'psf P30.3E 9304GCpf3E)'psf P30.4E c13o•(GCpf4E)•psf P40.1E c140 P40.2E g404GCpf2E)'Psf P40.3E 9404GCp130Psf P40.4E 9404GCpf4E)'Psf PI5.1E = 7.59168 P15.2E = 2.971b ft -2 P15.3E = -5.83 lb ft P 15.4E = -5.28 lb 8 P20. I E = 7.591b ft -2 P20.2E = 2.97 1b ft P20.3E = -5.83 lb 8 P20.4E = -5.28 lb ft -2 P25.1E = 7.59 lb ft P25.2E = 2.97 lb ft -2 P25.3E = -5.83 lb 8 P25.4E = -5.28 1b 8 P30.1h = 7.59 lb ft 2 P30.2E = 2.971b 8 P30.3E = -5.83 lb ft -2 P30.4E = -5.28 lb ft P40.1E = 8 . 24 lbft 2 P402E= 3 . 23 lbft 2 P40.3E = -633 lb ft P40.4E = -5.74 lb ft2 9 r 11 l 1 I 11 111 REAR ELEVATION . n IIrI I IA, Cascade Residential Design, Inc. 102 $outh 26t4 St. Tacoma, WA 98402 Tet (253) 284-3170 Far (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran WIND SHEAR AT ROOF DIAPHRAGM (Sides of House): WI (P20.1 — P20.0' 0 — P30.4• END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides of House): WIE := (P20.IE — P20.40' ft + (P30.1E — P30.40' WIND SHEAR AT FLOOR DIAPHRAGM: W2 := (P15.1 — P15.4)' END ZONE WIND SHEAR AT FLOOR DIAPHRAGM: W2E (P15.IE — P15.4E)'lOft WIND SHEAR AT ROOF DIAPHRAGM (Front & Rear of House): W3 (P20.1 — P20.4)' ft + (P30.2 — P30.3) loft END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Front & Rear of House): W3E = 0 — P20.40'511 + (P30 2E — P30.3E)' loft But not less than 10 psf over the projected vertical plane. W = 133.05lbft 1 WIE= 167.39168 W2 = 102.351b11 W2E = 128.76 lb ft -I W3 := IOpsf•15ft W3 = 150 168 W3E= 152.4216ft 1 WI= 133.05lbft WIE= 167.391bft 1 W2 = 102.35 1 W2E= 128.76 W3= 121.611bft W3E = 152.421b ft -I MASTER SUITE BEDROOM= GL r v V' FLAY LOFT 4Em TO BELOW a 4 r mic ti' 57 15 UPPER FLOOR PLAN / I IA � g frt 15 UPPER FLOOR BEDROOMS OPTION Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/26 2536- 213.mcd 7/31/2006 Designer: Binh Tran .WALL AA: Wind loads per foot: Check Seismic: Wt = 133.05lbft WIE= 167.39lbft 1 Distance between shear wall: LI := 36 -ft r ll Wall Length: Laa��:= (11.5 +3.5 + 3)•ft Laa = 18ft Laa =L11.5 +3.5(8 +3(8 Laa 16.75ft Percent full height sheathing: %:= 30ft % = 0.6 Max Opening height = 4ft, Therefore C := 0.83 per IBC Table 2305.3.7.2 W 2a Ll_ + WI (Ll — 2a) Check Wind Force: vaa = WI ( LI ) 2L1 l vaa = 172.941bft 1 L vaa = 143.541b ft Co Rf := 15•psf•30-ft• Wa := 10•psf•5ft•(30ft +LI) 2 W Rf + Wa W 11400 lb 0.7V•W -1 (20-Ft-ft) Seismic Force: Eaa Eaa = 92.66lbft paa := 2 — Laas Eaa AI Overturning Moment on Wall: Plate Height: Pt 8.1-ft L 18-ft OTM := vaa Laa Pt OTM = 25215.2216 ft C Shear Wall Dead Load Resisting Rf := 0.6( 15- psf)- 19-ft-L Wa := 0.6.(10•psf)•Pt-L W := Rf + Wa W = 3952.8 lb L as DLRM := W DLRM = 35575.2 lb ft 2 Holdown Force & Net Uplift: OTM — DLRM HDFaa := HDFaa = —575.55 lb Laa Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 112" Side Member Thickness. ZN 122-lb CD := 1.33 Z'N := IN B Co-Z'N Bp =0.94ft vaa Shear Wall Summary: Wind Force: Seismic Force: vaa = 143.541b ft t E = 92.661b ft t Z'N = 162.26 lb Per Nail B.P. Nailing Spacing B = 0.94 ft 16d @ 8" o.c. 7/16" Sheathing w/ 8d nails Wind Capacity = 339 plf Seismic Capacity = 242 plf HDFaa = — 575.55 lb p = - 6" O.C. Therefore p = 1.0 Holdown Force. Holdown Types: No Holdown Req'd Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fa* (253) 284 - 3183 PROJECT :Plan 2536/28 2536- 2B.mcd 7/31/2006 Designer Binh Tran WALL BB: Wind loads per foot: Wl = 133.05 lb ft Distance between shear wall: LI 24-ft Wall Length: Lbb := (7)-ft Percent full height sheathing: Check Wind Force: Check Seismic: W r2a2 + W ` L1 2 -4•a + L2 IE'I — Ll) 1 2•L 2 vbb = \\ Rf := 15.psf.I 30. ft. 36 .ft + 22ft• 24 it I Wa := 10.psf-(30•ft + LI + L2)-5-ft \ 2 2 W := Rf + Wa W = 16560 lb Seismic Force: 0.7V•W Ebb C 7ft 7ft C WI8= 167.391bft 1 L2:= 36-ft Overturning Moment on Wall: Plate Height: pt := 8.1•ft Lbb =7-ft OTM:= vbb•Lbb•Pt OTM = 32540.2 lb ft Shear Wall Dead Load Resisting: Rf := 0.6-(15-psf)- 19.ft.Lbb Wa := 0.6.(1O-psf)•Pt•Lbb W: =Rf +Wa W= 1537.2lb DLRM .– W Lbb DLRM = 5380.2 lb ft 2 Holdown Force & Net Uplift: *HDFbb OTM - DLRM HDFbb = 3880lb Lbb Ease Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. ZN := 122.1b CD := 133 Z'N := ZN.CD Z'N = 162.26 lb B Z'N Per Nail B - 0 28 ft P • vbb P Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing vbb = 573.91b ft Ebb = 322.03 lb ft B = 0.28 ft 16d @3 "o.c. Lbb =7ft = 1 Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 7/16" Sheathing w/ 8d nails @ 3" 0.C. Wind Capacity = 638 plf Seismic Capacity = 456 plf -1 (2o-F1•ft) Ebb = 322.03 lb Pbb 2 – Pbb = 0.54 Ebb.Lbb• Al Holdown Force: Holdown Types: Simpson MST6O HDFbb = 3880 lb vbb = 573.9 lb ft C := 1.00 Therefore p = 1.0 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer Binh Tran • WALL CC: Wind loads per foot: Distance between shear wall: Ll := 24-ft ( 1 l Wall Length: Lcc := (3 + 3 + 3 + 3)-ft Lcc = 12 ft Lcc r3l 8.1 Lcc Lcc = 8.89 ft Percent full height sheathing: %. 6 ftft % = 0.55 Max Opening Height = 4ft, Therefore c := 0.80 per IBC Table 2305.3.7.2 ( —al (LI — 2a) 2 WIE-2a{ — + WI Check Wind Force: vcc := LI 2L1 vcc = 148.07168) vcc ft = 185.091b ) — Lcc C Check Seismic: Rf := 15•psf-22 -ft- 32 -ft 2 W := Rf + Wa W = 7580 lb Seismic Force: B .= Z, P 0.71/• W Ecc Lcc B = 1.1 ft vcc Shear Wall Summary: Wind Force: Seismic Force: vcc = 148.07 lb ft E = 116.081b ft ) WI = 133.05lbft Wa := 10-psf•(22•ft+ L1)-5-ft E = 116.08 lb ft ) Per Nail B.P. Nailing Spacing B = 1.1 ft 16d © 12" o.c. W1E= 167.391bft ) (20•F1• ft) Pcc : = E Al Overturning Moment on Wall: Plate Height: Pt := 8.1•ft L = 6ft OTM = vcc•L OTM = 7196.3916 ft Shear Wall Dead Load Resisting: Rf := 0.6•(15•psf)•2• ft- Lcc Wa := 0.6•(10•psf)•Pt•L W: =Rf + Wa W= 399.61b Lcc DLRM := W — DLRM = 1198.8 lb ft 2 Holdown Force & Net Uplift: OTM — DLRM HDFcc := HDFcc = 1249.5 lb C L Base Plate Nailing Spacing (2001 NDS, Table 11N) :16d Common Nails, 1 1/2" Side Member Thickness. Z := 122-1b CD := 133 Z': =Z•CD Z'= 162.261b 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 179 plf 2w /h per Table 2306.4.1 Holdown Force: HDFcc = 1249.5 lb Pcc = — 1 . 2 Therefore p = 1.0 Holdown Types: Simpson MSTC28 / ST2215 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284-3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer Binh Tran WALL DD: Wind loads per foot: W3 = 150 lbft - 1 Distance between shear wall: L1 := 30ft Wall Length: Ldd := (17.5 + 16.5 + 17.5)•ft Percent full height sheathing: % := t7ft 17ft Check Wind Force: Check Seismic: Rf := 15•psf 60.ft. 2 W Rf + Wa W = 18000Ib Seismic Force: E dd W 2a ( L1 =a\ + W3 – 2a) 3E LI J 3 2L1 vdd C Wa := 10•psf-(60•ft +L l)•5-ft 0.7V-W 1 Edd = 47.58 lb ft W3E = 152.421bft 1 % = I Max Opening height = Oft, Therefore C := 1.00 per IBC Table 2305.3.7.2 Pdd 2 - C Overturning Moment on Wall: Plate Height: Pt:= 8.1•ft Ldd := 17•ft OTM := Edd'Ldd OTM = 6551.35lbft Shear Wall Dead Load Resisting: Rf := 0.6-(15.psf).2-ft.Ldd Wa := 0.6•(10-psf)•Pt•Ldd W: =Rf +Wa W= 1132.21b DLRM W L d d DLRM = 9623.7 lb ft 2 Holdown Force & Net Uplift: 1-1DFdd := OTM - DLRM HDFdd = - 180.73 lb Ldd = 51.5 ft 7/16" Sheathing wl8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf (20•F1 -ft) Edd-Ldd- Al Pdd = 0.65 vdd = 43.941bft Therefore p = 1.0 Ldd Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. ZN := 122-lb CD := 1.33 Z'N := ZN-CD Z'N = 162.26 lb Z N Per Nail B : — B = 3.41 ft P E dd P Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing Holdown Force. Holdown Types: t No Holdown Req'd vdd = 43.9416 ft Edd = 47.5816 ft B = 3.41 ft HDFdd = – 180.73 Ib 16d @ 16" o.c. Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/28 2536- 2B.mcd 7/31/2006 Designer: Binh Tran WALL EE: Wind loads per foot: W3 = 150lb Distance between shear wall: LI := 30ft Wall Length: Lee := (20 + 4 + 7 + 13)•ft Percent full height sheathing: Check Wind Force: Check Seismic: Rf := 15- psf•60•ft• 0 -ft W Rf + Wa Seismic Force: HDFee OTM — DLRM ve :_ W 18000lb 0.7V• W 20ft % :— 24ft DLRM := W Lee DLRM = 36720 lb ft 2 Holdown Force & Net Uplift: ZN := 122-lb CD := 1.33 Z'N := ZN TN B = — B =2.65ft Eee Shear Wall Summary: Wind Force: Seismic Force: vee = 56.52 lb ft 1 E = 61.191b 8 1 W 2a Ll _a + W (L1 — 2a) 3E ( LI ) 3 2L1 we = 56.521bft 1 C Lee Wa 10-ps(•(60•ft+ L1)•5•ft E = 61.I91b ft 1 Lee =44ft Eee C Overturning Moment on Wall: L = 20-ft OTM := E Shear Wall Dead Load Resisting: Rf := 0.6•( 15•psf)•I5•ft-L ee Wa := 0.6•(10•psf)•PbL W = Rf + Wa W = 36721b Plate Height: Pt := 8.1-ft OTM = 9913.46 lb ft HDFee = — 1340.33 lb Lee Base Plate Nailing Spacing (2001 NDS, Table 11 NI 16d Common Nails, 1 112" Side Member Thickness. Z'N = 162.26 lb Per Nail W3E = 152.421b1 % = 0.83 Max Opening Height = 4ft, Therefore C := 0.91 per IBC Table 2305.3.7.2 (20•FI•ft) Pee : = — E Al Pee = 0.77 B.P. Nailing Spacing Holdown Force: Bp = 2.65 ft HDFee = — 1340.33 lb 16d @16 "0.e. 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Therefore p = 1.0 Holdown Types: No Holdown Req'd PS l L. ( gy p 19 MAN FLOOR PLAN , /c_n, SrkiDtaRS Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fay: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran .WALL A: Wind loads per foot: W2 = 102.35 lb ft 1 Distance between shear wall: LI 36•ft Wall Length: La := (3.5 + 4 + 5).ft La = 12.5 8 La := [3.5(9 –) + 41 1 1 + 51-ft La = 11.21 ft Percent full height sheathing: % := 3.5ft % = 1 \ \ Max Opening / Heigh = Oft, Therefore 3.5ft per IBC Table 2305 3.7.2 vaa•L + W 2 a L1 – 2-a + W (LI – 2.a) �w 2E' L1 2 2•L1 Check Wind Force: Check Seismic: va C Rf := 15.psf•30•ft• 36 •ft Wa := 10•psf-(30•ft + L1)-13-ft Fl.– 15 psf 30 ft 36 ft 2 2 W := Rf + Wa + Fl W = 2478016 0.7V•Wa 1 (20.F2•ft) Seismic Force: E := E 300.94lbft p 2 – CoLa Ea Las' A2 Overturning Moment on Wall: Plate Height: Pt = 9.1. ft L = 4.ft OTM := va•LaPt OTM = 13311.651bft Shear Wall Dead Load Resisting: Rf := 0.6(15•psf)•19•ft.L Wa:= 0.6•(10•psf)•Pt•2•L Fl 0.6•(10•psf)•1•ft•L W:= Rf +Wa +Fl W= 1144.816 L := W.— a DLRM = 2289.6 lb ft 2 Holdown Force & Net Uplift: HDFa OTM – DLRM HDFa = 2755.51 lb L Base Plate Nailing Spacing (2001 NDS. Table 11N1 16d Common Nails, 1 112" Side Member Thickness. ZN := 122.16 CD := 133 Z'N := ZN.CD Z'N = 162.2616 Z'N Per Nail B := B =0.44ft va Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing va= 365.7lbft 1 E 300.94ibftl BP = 0.44ft 16d @ 4" o.c. W2E= 128.76lbft 1 A.B. Spacing As = 3.02 ft 5/6" A.B. 36" o.c. 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf Pa = Anchor Bolt Spacing (2001 NDS Table 11E1 518" Dia. Bolt, 1 112" Side Member Thickness. A := 830.16 CD := 133 Zg := A Zg = 1103.916 As Zg Per Bolt As = 3.02 ft va Holdown Force: HDFa = 2755.51 lb Therefore p = 1.0 C := 1.0 va= 365.716ft 1 Holdown Types: STHD1ORJ Cascade Residential Design, Inc. 102 South 2601 St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/26 2536- 2B.mcd 7/31/2006 Designer Binh Tran -WALL B: Wind loads per foot: Distance between shear wall: Ll := 22-ft Wall Length: Lb := (6 + 10.5)-ft Percent full height sheathing: ^/o := 8ft ^/o = 1 8ft Check Wind Force: Check Seismic: W:= Rf + Wa +F1 W= 1897.2Ib Lb DLRM := W.— DLRM = 5691.6lbft 2 Holdown Force & Net Uplift: OTM — DLRM HDFb W2 = 102.351b ft vbb -Lbb + W2E (-- Ll ) [ Lb Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. Wind Force: vb = 424.67 lb ft Seismic Force: Eb = 307.89 lb ft-1 W2E = 128.761b ft 1 L2 := 36 -ft Lb = 16.5 ft Max Opening Height = Oft, Therefore c 1.00 per IBC Table 2305.3.7.2 2a W (L – 4.2 + L21 2 vb = 2•LI 2 vb = 424.671bft CoLb Rf l5.psf.(30• ft- 36 •ft +22ft• Wa:= 10•psf•(30-ft +L1 +L2)•15-ft Fl:= 15psf(30ft 36 ft +22ft 2 2 2 2 W := Rf + Wa + Fl W = 37320 lb Seismic Force: E 7 V WZ E = 307.89lb -1 Pb 2 _ (20-F2- ft) Pb = 0.54 Therefore 1.0 b Co-Lb b Eb.Lb. 2 P= Overturning Moment on Wall: Plate Height: Pt := 9.1-ft V Lb := 6-ft OTM := vb-Lb-Pt OTM = 23186.8lbft Shear Wall Dead Load Resisting: Rf := .6•(15•psf)•19.ft.Lb Wa := .6-(10•psf)2Pt•Lb Fl := .6•(10•psf)-6-ft•Lb HDFb = 2915.87 lb Anchor Bolt Spacing (2001 NDS Table 11E1 5/8" Dia. Bolt & 1 1/2" Plate Thickness. ZN := 122-1b CD := 1.33 Z'N := ZN•CD Z'N = 162.26 lb A := 830-lb CD := 1.33 ZB := As-CD ZB = 1103.9 lb Z'N Per Nail ZB Per Bolt B = — B =0.38ft As: = — As =2.6ft P • vb P • vb Shear Wall Summary: B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp =0.38ft As =2.6ft HDFb= 2915.87lb 16d © 4" o.c. 5/8" A.B. @ 30" o.c. 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf Holdown Types: STHDI4RJ Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2B 2536 -2B. mcd 7/31/2006 Designer: Binh Tran WALL C: Wind loads per foot: W2 = 102.3516 ft Distance between shear wall: LI := 22-ft Wall Length: Lc (3 + 3)•ft Percent full height sheathing: "yo = aft 3ft Check Wind Force: Check Seismic: vc := W =Rf+ Wa +FI W 14190lb .7V.W Seismic Force: E C Lc Overturning Moment on Wall: Lc := 3•ft OTM := vc•L Pt Shear Wall Dead Load Resisting: Rf :_ .6•(15•psf)-2•ft•L W:= Rf +Wa +FI L DLRM := W.- 2 Holdown Force & Net Uplift: OTM — DLRM HDFc Lc Base Plate Nailing Spacing (2001 NDS Table 11NI 16d Common Nails, 1 1/2" Plate Thickness. ZN:= 122.16 Z'N B =— B =0.32ft vc Shear Wall Summary: W2E= 128.76Ibft Lc = 6 ft %= I vcc.Lcc, + W2B• Ll —a + W2•(LI 2a) (LI — 2a) L1 2L1 E • 488.26 lb ft DLRM = 747.916 ft 16d @ 4" o.c. C Rf := 15.psf.22.ft• Wa:= l0-psf•(22•ft + L1)•15•ft 2 Wa .6•(I0•psf)•2Pt•L F1:= .6•(I0•psf)•6.5•ft•L W = 498.616 HDFc = 4360.72 lb CD := 1.33 Z'N := ZN.CD Z'N = 162.26 lb Per Nail Wind Force: Seismic Force: B.P. Nailing Spacing vc = 506.6 16 ft I E = 488.2616 ft -1 Bp = 0.32 ft (20:F2- ft) Pc i 2— E Lcs A2 Plate Height: Pt = 9.1-ft OTM= 13830.06lbft Lc := [3(- 9.1 ft Max Opening Height = Oft, per IBC Table 2305.3.7.2 Fl := 15 psf 22 ft 2 ft A := 1040 -lb ZB As := — vc A.B. Spacing As = 2.73 ft 5/8" A.B. rg 32" o.c. As = 2.73 ft vc = 506.616 ft Lc = 3.96 ft Therefore C 1.00 7/16" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456p1f p = —1.84 Therefore p = 1.0 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 2 1/2" Plate Thickness. CD := 1.33 ZB := A ZB = 1383.2 lb Per Bolt Holdown Force: Holdown Types: Simpson STHD14 HDFc = 4360.72 lb Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fas: (253) 284 -3183 PROJECT :Plan 2536/26 2536- 2B.mcd 7/31/2006 Designer: Binh Tran WALL 0: Wind loads per foot: Distance between shear wall: LI 30ft Wall Length: Ld:= (16 + 30.5)•ft Percent full height sheathing: % 16ft := Check Wind Force: Check Seismic: W := Rf + Wa + FI W = 39300 lb W2 = 102.351b ft W2E = 128.761b ft I 16ft Ld = 46.5 ft = I Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 - vdd-Ldd + W2E•2a L1L1 — + W2 -(L1 2a) (LI — 2a) vd := LI 2L1 vd = 84.751b ft C Rf 15•psf.58.ft• Wa := 10-psf•(58•ft +L1)•15•ft FI := 15•psf•58-ft• 2 2 .7•V.WL 1 Seismic Force: Ed := Ed = 115.05 lb Pd := 2 C Overturning Moment on Wall: Plate Height: Pt 9.1•ft (20.F2. ft) Ed-Ld• A2 Ld := 1641 OTM := Ed•Ld•Pt OTM = 16750.691b ft Shear Wall Dead Load Resisting: RI :_ .6•(15•psf)• Wa:= .6410•psf).2Pt.Ld FI := .6•(10•psf)•74ft.Ld W := Rf + Wa + Fl W = 2707.21b Ld DLRM := W— DLRM = 21657.6Ibft 2 Holdown Force & Net Uplift: HDFd := OTM — DLRM HDFd = —306.68 Ib Ld Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122• lb CD := 1.33 Z'N := ZN'CD Z' B p := N B = 1.41 ft Ed Z'N =162.261b Per Nail 16d @ 16" o.c. 5/8" A.B. 72" o.c. 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Pd = 0.61 Therefore p = 1.0 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 1 1/2" Plate Thickness. C := 1.00 A := 830.1b CD := 1.33 Z := As-CD ZB = 1103.91b As: =? As =9.6f1 Per Bolt Ed Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: No Holdown Req'd vd = 84.75 lb ft I Ed = 115.05 lb ft - B = 1.41 ft As = 9.6 ft HDFd = — 306.68 lb Cascade Residential Design, Inc. 102 South 26t0 St. Tacoma, WA 98402 Tel: t253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran WALL E: Wind loads per foot: Distance between shear wall: LI := 30.ft Wall Length: Le := (6.25 + 17.5 + 22)•ft Percent full height sheathing: %:= 6ft 6ft Check Wind Force: Check Seismic: Rf 15•psf•60•ft• 30 -ft 2 W := Rf + Wa + Fl W = 1051.21b L e DLRM := W DLRM = 3153.61b ft 2 Holdown Force & Net Uplift: OTM – DLRM HDFe L W2 = 102.3516 ft I W2E = 128.761b ft 1 Wa := I0•psf•(60•ft+ L1) -15 -ft HDFe = 570.97 Ib Base Plate Nailing Spacing (2001 NDS Table 11N1 16d Common Nails, 1 1/2" Plate Thickness. 16d @ 16" o.c. 5/8" A.B. 72" o.c. Le = 45.75 ft = 1 Max Opening Height = Oft, Therefore C := 1.00 per IBC Table 2305.3.7.2 vee•Lee + W28•21 L1Ll —a + W2 (LI 2a) (LI – 2a) ve L1 2L1 ve = 91.03lbft 1 C F1:= 15psf•60ft. ft 2 7116" Sheathing wl 8d nails @ 6" O.C. Wind Capacity = 339 pif Seismic Capacity = 242 pif W := Rf + Wa + PI W = 405001b .7•V•WZ -1 (20•F2.ft) Seismic Force: Ee C Le E = 120.51bft pe:= 2 pp Pe = 0.65 Therefore p = 1.0 C E e -Le- . 2 Overturning Moment on Wall: Plate Height: pt. := 9.1 -ft L := 6•ft OTM E OTM = 6579.43 lb ft Shear Wall Dead Load Resisting: Rf := .6- ( 15- psf)•2•ft•L Wa:= .6•(10- psf)•2Pt•L Fl := .6•(10psf)•8ft -L Anchor Bolt Spacing (2001 NDS Table 11E1 5/8" Dia. Bolt & 1 1/2" Plate Thickness. ZN := 122•Ib CD := 1.33 Z'N := ZN -CD Z'N = 162.261b A := 830.1b B • — B = 1. 35 ft Per Nail A s := ZB As = 9.16 ft P Ee P Ee Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: No Holdown. ve = 91.03 lb ft 1 E = 120.5 lb ft B p = 1.35 ft As = 9.16 ft HDFe = 570.971b CD := 1.33 ZB A ZB = 1103.91b Per Bolt MAIN FLOOR PLAN 36' 2Z r 21A . Cascade Residential Design, Inc. 102'South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/28 2536- 2B.mcd 7/31/2006 Designer Binh Tran • WALL B (at 3rd cars garage option) Wind loads per foot: Distance between shear wall: LI 22•ft Wall Length: Lb := (8 + 10.5 + 12)•ft Percent full height sheathing: % := Eft 6ft Check Wind Force: vb Check Seismic: Rf:= 15 psf (30 ft 60 ft + 12ft• -- ft l Wa:= 10•psf -(42•ft + LI + L2)•15•ft FI:= 15 psf (30 ft 36 ft + 22ft• ft) 2 2 2 2 W Rf + Wa+ FI W 42360Ib Seismic Force: Rf :_ .6-(15-psf)•3•ft-Lb W =Rf +Wa +FI Lb DLRM := W.- 2 Holdown Force & Net Uplift: OTM - DLRM HDFb ZN := 122.16 Z'N B vb Wind Force: vb = 229.741b ft 1 CD := 1.33 B = 0.71 ft Shear Wall Summary: W2 = 102.3516 ft .7 V W Eb C Overturning Moment on Wall: Lb := 8-ft OTM := vb•Lb•Pt Shear Wall Dead Load Resisting: vbb•Lbb + W2H. + Wa := .6•(10•psf)2Pt -Lb W= 1377.61b DLRM = 5510.4lb ft HDFb = 1401.81 lb Lb Base Plate Nailing Spacing (2001 NDS Table 11N) ?6d Common Nails, 1 1/2" Plate Thickness. Z'N := ZN•CD Seismic Force: Eb= 189.05(bft 1 Eb = 189.0516ft Plate Height: C Lb OTM = 16724.9 Ib ft Z'N = 162.26 Ib Per Nail B.P. Nailing Spacing B =0.71ft 16d @ 6" o.c. W2E = 128.76 161 L2:= 36•36.11 (20.F2-11) ) Pb: = 2- Eb•Lb Pt:= 9.1 -ft HDFb1 A.B. Spacing As = 4.81 ft 5/8" A.B. 54" o.c. Lb = 30.5 ft % = 1 Max Opening Height = Oft, Therefore C := 1.00 \\ (('' per IBC Table 2305.3.7.2 2a LI I W [ L1 - 4-a 2 + L2 / I 2 2-1.1 2 1 vb = 229.741b ft FI :_ .6-(10•psf)•6•ft-Lb pb = 0.71 Therefore p =1.0 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf OTM - DLRM + HDFbb Lb Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 1 1/2" Plate Thickness. A := 830•Ib CD := 1.33 ZB A ZB B As =4.81ft vb HDFb1 = 5281.81 lb Zg = 1103.91b Per Bolt Holdown Force: Holdown Types: HDFb = 1401.81 Ib Simpson STHD8RJ HDFb1 = 5281.81 Ib Simpson PHD6 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tet: (253)284 -3170 Fix: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 26.mcd 7/31/2006 Designer Binh Tran WALL C (at 3rd cars garage option' Wind loads per foot: 1V2 = 102.3516 ft 1 Distance between shear wall: LI := 22•ft Wall Length: Lc := (3 + 3)•ft Percent full height sheathing: "/o := 3ft 3ft Check Wind Force Check Seismic: vc .— Rf := 15.psf ft. 24 •ft Wa := 1O.psf •(22-ft +L1)- 15•ft F1:= 15•psf•22•R• 2 2 W := Rf + Wa+ Fl W = 16350 lb W2E = 128.761b Lc = [3( .2J•ft 9.1 0 /" = 1 Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 Lc = 6 ft vcc•Lcc + W2B•2a•� —a l + W2•(L1 2a) (LI – 2a) LI J 2L1 vc= 506.6lbft Co Lc .7V.Wz 1 _ ( Seismic Force: Ec C •Lc E = 562.59Ibft Pc 2 E •Lc A o s c s Overturning Moment on Wall: Plate Height: Pt := 9.1•ft L := 3.ft OTM := vc•L Pt OTM = 13830.0616 ft Shear Wall Dead Load Resisting: Rf = .6- (15•psf)•2-ft•L Wa := .6•(10•psf)•2Pt•L F1:= .6•(10.psf)•6.5•ft•L W =Rf + Wa +FI W= 498.61b L c DLRM := W.— DLRM = 747.916 ft 2 Holdown Force & Net Uplift: OTM – DLRM b HDFc = HDFc = 4360.72 lb L - Base Plate Nailing Spacing (2001 NDS Table 11N1 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122-lb CD := 1.33 Z'N := ZN.CD Z'N = 162.2616 Z'N Bp: = vc B =0.32ft Per Nail Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing vc = 506.616 ft 1 E = 562.5916 ft 1 BP = 0.32 ft 16d @ 4" o.c. Anchor Bolt Spacing (2001 NDS Table 11E1 5/8" Dia. Bolt & 2 1/2" Plate Thickness. A := 830•Ib CD := 1.33 Zg := A Z B As := As = 2.18ft VC A.B. Spacing As =2.18ft 5/8" A.B. @ 24" o.c. Lc = 3.96 ft C := 1.00 7/16" Sheathing w/ 8d nails @ 2" O.C. Wind Capacity = 833 pif Seismic Capacity = 595 plf p = –1.34 Therefore p = 1.0 Zg = 1103.916 Per Bolt Holdown Force: Holdown Types: 1-IDFc = 4360.7216 Simpson STHD74 Cascade Residential Design, Inc. 102'Sooth 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fa'x: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran 'WALL D (at 3rd cars garage option) W2 = 102.351b 8 1 W2E = 128.76 lb ft 1 Distance between shear wall: LI := 30ft L2 12•ft Wall Length: Ld := (16 + 8)•ft Wind loads per foot: Percent full height sheathing: %:= 24ft Check Wind Force: Check Seismic: 27ft % = 0.89 Ld =24ft Max Opening Height = 4ft, Therefore per IBC Table 2305.3.7.2 C := 0.95 vdd•Ldd + W2E.2a•( = + W2 (LI 2a) (LI – 2a) vd LI J 2L1 vd= 172.85166 C Rf := 15•psf•(58•ft• +22•ft. Wa 10•psf•(58•ft +L1)•15•ft FI := 15•psf•58•ft• -ft 2 2 2 W Rf + Wa + Fl W = 41280 lb .7.V•W (20 -F2.ft) Seismic Force: Ed C •Ld Ed = 246.45 1 Pd 2 E •Ld• A pd – 0.74 Therefore p = 1.0 ° Overturning Moment on Wall: Plate Height: Pt := 9.1 -ft 7/16" Sheathing w/ 8d nails @ 6" O.C. Ld := 24-ft OTM Ed.Ld.Pt OTM = 53825.641bft Wind is Capacity = 339 plf Seismic Cap = 242 plf Shear Wall Dead Load Resisting: Rf := .6.(15 psf)•2 -ft Ld Wa:= .6•(10•psf)•2Pt•Ld Fl .6-(10.psf).7.ft.Ld W:= Rf+ Wa +FI W= 4060.816 Ld DLRM := W.— DLRM = 48729.6 lb ft 2 Holdown Force & Net Uplift: OTM — DLRM 14DFd := HDFd = 212.3416 Ld Base Plate Nailing Spacing (2001 NDS Table 11N1 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122•Ib CD := 1.33 Z'N := ZN-CD Z'N = 162.26Ib B : = Z'N Per Nail P • E B d P = 0.66 ft Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 1 1/2" Plate Thickness. A 830•Ib ZB As := Ed CD = 1.33 Zg A Zg = 1103.9Ib Per Bolt As =4.48ft Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force. Holdown Types: -1 1 B = 0.66 ft As = 4.48 ft HDFd = 212.34 Ib No Holdown. vd = 172.8516ft Ed= 246.45lbR P 16d @ 8" o.c. 518" A.B. @ 60" o.c. Cascade Residential Design, Inc. 102'South 2641 St. Tacoma, WA 98402 Tel: (253) 284 -3170 FA: (253) 284-3183 PROJECT :Plan 2536/28 2536- 2B.mcd 7/31/2006 Designer: Binh Tran 'WALL F (at 3rd cars garage option» Wind loads per foot: W2 = 102.35 Ib ft Distance between shear wall: L1 := I2•ft Wall Length: Percent full height sheathing: Check Wind Force: vf Check Seismic: W Rf + Wa Seismic Force: Ef Overturning Moment on Wall: Lf := 20•ft OTM := vf•Lf•Pt Shear Wall Dead Load Resisting: Rf := .6•(15•psf)•2• W := Rf + Wa Lf DLRM W.— 2 Holdown Force & Net Uplift: OTM - DLRM •HDFf Lf := (20).ft 20ft % := 20ft W2E 2a Ll —a + W2-(L 2a) (Ll — 2a) L1 2L1 Co Lf Rf := 15•psf.20-ft. 2 •ft Wa 10•psf•(20•ft +Ll)•5•ft W = 340016 .7V•W Co Lf Ef = 23.1416 ft- Wa := .6•(10.psf) Pt- Lf W = 14521b DLRM = 1452016 ft HDFf = - 392.51 Ib Lf = 20 ft Lf _Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. ZN = 122•Ib CD := 1.33 EN := ZN•CD Z'N = 162.2616 Z'N Per Nail B — B =4.43 vf Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing vf = 36.651611 1 Ef= 23.141bf31 Bp =4.43ft 16d @ 16" o.c. W2E = 128.761b (1 (20 -F2.ft) Lf := Lf "/U = 1 Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 pf 2 Ef.Lf Plate Height: Pt := 9.1 -ft OTM = 6669.76 lb ft A := 830•Ib Zg As:= — vf A.B. Spacing As = 30.1211 518" A.B. @ 72" o.c. As = 30.1211 of = 36.6516 ft -I Lf =20ft C = 1.00 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf p f = - 14.04 Therefore p = 1.0 Anchor Bolt Spacing (2001 NDS Table 11E1 5/8" Dia. Bolt & 2 1/2" Plate Thickness. CD = 1.33 Zg := A Zg = 1103.91b Per Bolt Holdown Force. Holdown Types No Hodlown HDFf = - 392.51 Ib ig W .7 A nal11111111111111St. [ctn J 4 ni pr ArMA � S4 Siz A _ r ocz A ROOF FRAMING PLAN 3RD CAR C cif 4A. • c E Residential Design, Inc. IC2 South 26th St. • Tacotria.WA 98402 253.284.3170 • 253.284.3183 fa email: cascade@ixtletcom.com Job Number G Sheet of Technical Representative By ' c; " .T - t' i • Date Job Name Location a l] 2,516 /2 n p � t. h . �r 37 ° T om _ - -,-„ _,�..1 I :' L= fi1 --"`J } _,__,_�� 1 u 7 t. 2-04 INS 1 wit_ 7s. Tr./ zs M I j -s1 �_ ,I i ,.\ _ IIA l!! G3 • / 1 1 1 ` ttf.+_� :BILL c 2t 1 1 1' 1 1 1 f? r max. r k.,,1 L_ �� !, WDL I IL 5J ,- = I PR 1 1 I 1 I i l.2/ 25 1 ' o , ! i . 1 lock, = W L� '--..- , -7110 � _3 I i I ! I misamIS1111 s I • 1 fi I I _ I 1 1 : 1 I I 4A. • c E Residential Design, Inc. IC2 South 26th St. • Tacotria.WA 98402 253.284.3170 • 253.284.3183 fa email: cascade@ixtletcom.com Job Number G Sheet of Technical Representative By ' c; " .T - t' i • Date Job Name Location a l] 2,516 /2 n p � Cascade Residential Design, Inc. 102 South 26th Street Td o a A.9a402 1 Software (Oft 913 ENE0.C4CC'Engin.erinO Saflwen Description General Information Full Length Uniform Loads Summ j Deflections Section Name 4x10 Beam Wdth Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam1 DL DL DL Center Span 6.00 ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi -Pin Pin Fc Allow R25 0 psi E 1,600.0 ksi Span= 6.00ft, Beam Wdth = 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 844.98 psi Fb 1,242.00 psi Center Span... peed Loag Deflection -0.023 in ...Location 3.000 ft ...length /Den 3,112.6 Camber ( using 1.5 a D.L. Deft) ... @ Center 0.035 in @ Left 0.000 in @ Right 0.000 in Bending Analysts Ck 31.887 Le Cf 1.200 Rb 3.51 k -ft 0.00 k -ft 0.000 ft 0.000 Max Moment 3.51 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.61 k 12.632 in2 207.00 psi General Ti 293.00 #/ft #/ft #/ft Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 0.680 1 3.5 k -ft 5.2 k -ft at 3.000 ft at 6.000 ft 0.00 k -ft 0.00 k -ft 5.17 fv 80.77 psi Fv 207.00 psi LL LL LL Reactions... Left DL Right DL Total Load Left Cantilever... -0.062 in Deflection 3.000 ft ...Length /Defl 1,167.72 Right Cantilever... Deflection ...LengthlDefl Stress Calcs 1 Sxx 49.911 in3 Area 32.375 in2 CI 2342.999 Sxx Req'd Allowable fb 33.96 in3 1,242.00 psi 0.00 in3 1,242.00 psi 0.00 in3 1,242.00 psi @ Right Support 2.61 k 12.632 in2 207.00 psi Title : Dsgnr: Description : 488.00 #/ft #/ft #/ft Maximum Shear *1.5 Allowable Shear: 0.88 k 2.34 k Bearing Length Req'd 1.071 in 2.34 k Bearing Length Req'd 1.071 in 2.6 k 6.7 k @ Left 2.34 k @ Right 2.34 k Camber: @ Left 0.000 in @ Center 0.035 in @ Right 0.000 in 0.88 k Job # Date: 11:33AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft Max 2.34 k Max 2.34 k ;Page 1 296.2.xrCal0ilations Beam Design OK 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 1 Cascade Residential Design, Inc. 102 South 26th Street A ]4?p92 4 .. r1 dAie Engineering ing Softw .s . . I_ (e)1gaa.2003 ENERCALC Enaineering Software Description Beam2 ' General Information I Full Length Uniform Loads 1 Summary Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam-EndFixity Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 Center Left a Right Bending Analysis Ck 31.887 Cf 1.200 0 Center @ Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 1 Span= 4.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max a Left Support Max (d Right Support Max. M allow fb 240.43 psi Fb 1,242.00 psi Dead Load -0.003 in 2.000 R 16,372.1 • D.L. Dell ) ... 0.004 in 0.000 in 0.000 in Stress Calcs 1 Le Rb DL DL DL 3.500 in 9.250 in Sawn 1.150 Pin-P' Depth = 9.25in; Ends are Pin -Pin 0.194 : 1 1.0 k -ft 5.2 k -ft 1.00 k -ft at 2.000 ft 0.00k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 5.17 (v 28,54 psi Fv 207.00 psi 0.000 ft 0.000 Max Moment 1.00 k -ft 0.00 k -ft 0.00 k -ft Left Support 0.92 k 4.464 in2 207.00 psi 1.00 k 1.00 k 188.00 #/ft #/ft #/ft Total Load -0.008 in 2.000 ft 6,155.91 LL LL LL Reactions... Left DL Right DL @ Right Support 0.92 k 4.464 in2 207.00 psi Title : Dsgnr: Description : Code Re(: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined' Center Span 4.00 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi _Ft Allow 625 0 psi E 1,600.0 ksi Bearing Length Req'd Bearing Length Req'd 312.00 #/ft ft/ft #/ft 0.9 k 6.7 k Left 1.00 k Right 1.00 k Camber. a Left 0.000 in Center 0.004 in a Right 0.000 in Maximum Shear 1.5 Allowable Shear: 0.36 k 0.38 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Sxx 49.911 in3 Area 32.375 in2 CI 1000.000 Sxx Read Allowable 1b 9.66 in3 1,242.00 psi 0.00 in3 1,242.00 psi 0.00 in3 1,242.00 psi 0.457 in 0.457 in Job # Date: 11:39AM. 15 JUL 04 Beam Design OK Max 1.00k Max 1.00 k Dead Load ;fatal I.oad 0.000 in 0000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 t Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98 0 4 2, Tel: 253. ?8AA -a a !# Fax: 2533 -Rev; 560001- User x -2 EP 3;'er' : r"- Engineering L (c)19e }2003 003 ENERCALC Engineering So 1 Description 1 General Information Section Name 6x8 Center Span Beam Width Left Cantilever Beam Depth Right Cantilever Member Type Hem Fir, No.2 Fb Base Allow Load Dur. Factor 1.150 Fv Allow BeamEnd_Eitdty Pin -Pin _FcAllow E LFull Length Uniform Loads Summary Deflections Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.6 @ Center @ Left @ Right Stress Calcs @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @Supports Max. Left Reaction Max. Right Reaction Beam3 1 Bending Analysis Ck 30.529 Le Cf 1.000 Rb DL DL DL 5.500 in 7.500 in Sawn Span= 6.00ft, Beam Wdth = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 231.45 psi Fb 776.25 psi 0.00 k -ft 0.00 k -ft 3.34 fv Fv pead Load -0.011 in 3.000 ft 6,327.6 • D.L. Defl ) ... 0.017 in 0.000 in 0.000 in 0.99 k -ft 0.00 k -ft 0.000 ft 0.000 Max Moment 0.99 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.79 k 4.892 in2 161.00 psi 0.66 k 0.66 k 83.00 #/ft #/ft #/ft Depth = 7.5in, Ends are Pin -Pin 0.298 : 1 1.0 k -ft 3.3 k -ft at 3.00011 at 6.000 ft 19.09 psi 161.00 psi Title : Dsgnr: Description : i ne-a timber Beam' Total Load -0.030 in 3.000 ft 2,376.41 Sxx CI 6.00 ft Lu ft Lu ft Lu Job # Date: 11:33AM, 15 JUL 04 0.00 8 0.00 ft 0.00 ft Page =13 2 3a-2 . ecw:Calculmbns Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 675.0 psi 140.0 psi 405 0 psi 1,100.0 ksi LL LL LL Reactions... Left DL Right DL 138.00 #/ft #/ft #/ft Lett Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 0.8 k 6.6 k @Left 0.66k @ Right 0.66 k Camber: @ Left 0.000 in @ Center 0.017 in @ Right 0.000 in Maximum Shear • 1.5 Allowable Shear. 0.25 k 0.25 k 51.563 in3 Area 41.250 in2 663.000 Sxx Read Allowable fb 15.37 in3 776.25 psi 0.00 in3 776.25 psi 0.00 in3 776.25 psi @ Right Support 0.79 k 4.892 in2 161.00 psi Peed Load Total Load 0.000 in 0.000 in 0.0 0.0 0.298 in 0.298 in Beam Design OK Max 0.66 k Max 0.66 k 0.000 in 0.000 in 0.0 0.0 1 Cascade Residential Design, Inc. 102 South 26th Street , Tacoma 98402 ' I • nabs - • = , ENERCALC Engineering nA gineer ei n g Software �._ _ (e)19a3 -7007 ENERCALC rma Sonwen Description r I eneral Information Section Name 2x8 Beam Width Beam Depth Member Type Summary Center Left Cantilever Right Cantilever Beam4 Load Dur. Factor 1.150 Beam End Fixity Pin -Pin LFuII Length Uniform Loads Span= 8.00ft, Beam Width = 1.500in x Depth = 7.25in, 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 1b 584.45 psi Fb 1,173.00 psi I Deflections Center Span... Dead Load Deflection -0.045 in ...Location 4.000 ft ...Length/Deft 2,150.2 Camber ( using 1.5 • D.L. Deft) ... Center 0.067 In Left 0.000 in © Right 0.000 in Stress Calcs Bending Analysis Ck 29.576 Le Cf 1.200 Rb Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 1.500 in 7.250 in Sawn 0.498: 1 0.6 k -ft 1.3 k -ft 0.64 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 1.28 37.78 psi Fv 172.50 psi 0.000 ft 0.000 Max Momen 0.64 k -ft 0.00 k -ft 0.00 k -ft Left Support 0.41 k 2.382 in2 172.50 psi 0.32 k 0.32 k 30.00 ft/ft ft/ft #/ft Gb1i`bethirribei Beam Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.119 in 4.000 ft 806.34 LL LL LL Sxx 13.141 in3 CI 320.000 Sxx Redd 6.55 in3 0.00 in3 0.00 in3 Right Support 0.41 k 2.382 in2 172.50 psi Title : Dsgnr: Description : enege. Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 8.00 ft Lu ft Lu ft Lu Job # Date: 11:33AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft 850.0 psi 150.0 psi 405,0 psi 1,300.0 ksi 50.00 #/ft ft/ft #/ft Maximum Shear * 1.5 0.4 k Allowable 1.9 k 4.000 ft Shear: © Left 0.32k 8.000 ft © Right 0.32 k Camber: © Left 0.000in © Center 0.067 in Right 0.000in Reactions... Left DL 0.12 k Max 0.32k Right DL 0.12 k Max 0.32 k Area 10.875 in2 Allowable fb 1,173.00 psi 1,173.00 psi 1,173.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.527 in 0.527 in Beam Design OK 0.000 in 0.000 in 0.0 0.0 1 Rev. 580004 L User KW- 0805873 Vw 5 8 0. 1- Dec -2003 (c)1983 -2003 ENERCAIC Eng,neenng Software Description General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor _Beam End Fixity Wood Density ,,FuII Length Uniform Loads Deflections Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 804.57 psi Fb 1,138.50 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right 4a. 3rd cars garage door beam DL DL Dl 180,00 #/ft #/ft #/ft General Timber Beam Center Span 9.00 ft Lu 0.00 ft 3.500 in Left Cantilever ft Lu 0.00 ft 11.250 in Right Cantilever ft Lu 0.00 ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc A llow 625Ilpsi 32.500pcf E 1,600.Oksi Span= 9.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Dead Load -0.042 in 4.500 ft 2,573.6 • D.L. Defl) ... 0.063 in 0.000 in 0.000 in 4.95 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 7.00 fv Fv Code Ref: 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000. Base allowables are user defined 0.707 : 1 4.9 k -ft 7.0 k -ft at 4.500 ft at 0.000 ft 66.38 psi 207.00 psi Total Load -0.109 in 4.500 ft 994.35 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 300.00 #/ft #/ft #/ft Maximum Shear Allowable Shear: Camber: 0.85 k 0.85 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl • 1.5 © Left @ Right @ Left @ Center @ Right Max Max Job # Date: 4:31PM, 21 FEB 06 Page 1 2535 -2a. ecw Beam Design OK 2.6 k 8.2 k 2.20 k 2.20 k 0.000 in 0.063 in 0.000 in 2.20k 2.20 k 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 i I, � I �� 5 � !Z 1 Si .I tl _I 5�- 3S : I• 2 +9o 4 Lc 1 N 25.4°1 z- u I— � 52s fir i � i' "= L P I t 1. D pF, L+ I I '36. o _ 11 1 nonuslim IC _ ■s- X o -i i I Z • L+ , 4 - ,► Lt 5 to i ■ minsiim®ts i `T I 1 $. wp IY 1 i . 60 I i •# I LT - I - 0 . • Po 1 .ls.n__au. IL 3� 1 S J kV I2!• 2 T1 4 1c - G CB - 6 _LA L -J E AA- X° 1 in tioptia Iv 1 10/2 l et O M �� -Lp I ! I C0 * I O _ ! 1 ' L ` 1 , USG.! txlI f s i ' Resii al Design, Inc. Job Name NA) 7-53q4 Ust L .•2 SM/1 Sheet 1 Technical Representative By All \) 14 — Date 4 1/34G Location AI 11 Job Number 102 South 26th St. •Tacuma,WA 98402 253.284.3170. 253.2843183 ft< emetl:cascadei itiKnetcorn.com of Div: Savour General Timber Beam Description upper floor joist optional General Information Full Length Uniform Loads Section Name 2x12 Beam Width 1.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor - BeamEnd Fixity Wood Density Deflections Center Left Cantilever Right Cantilever Summ Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 1b 871.49 psi Fb 977.50 psi DL DL DL 1.000 Pin Pin 32.500 pcf Center Span... Dead Load Deflection -0.126 in ...Location 8.000 ft ...Length/Defl 1,520.9 Camber ( using 1.5 • D.L. Dell ) ... @ Center 0.189 in @ Left 0.000 in © Right 0.000 in 2.30 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.58 16.00 #/ft #/ft #/ft Span= 16.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin fv 45.34 psi Fv 150.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 16.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Hem Fir, No.2 Fb Base Allow 850.0 psi Fv Allow 150.0 psi _FcAllow 405.0 psi E 1,300.0 ksi 0,892 : 1 2.3 k -ft 2.6 k -ft at 8.000 ft at 0.000 ft Total Load -0.458 in 8.000 ft 419.55 LL LL LL Reactions... Left DL Right DL 52.00 #/ft #/ft #/ft 0.8 k 2.5 k @ Left 0.57 k © Right 0.57 k Camber: @ Left 0.000in @Center 0.189in © Right 0.000 in Maximum Shear • 1.5 Allowable Shear: 0.16 k 0.16 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Defl 0.00 ft 0.00 ft 0.00 ft Repetitive Member_ Beam Design OK Max 0.57k Max 0.57 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 SD Ti r n i rra ea TJ- Beam ®615 Serial Number 7004113550 User 7114/2005147:30AM Page 1 Engine Verson: 1,165 LOADS: Analysi ii a Joist Member. Maximum Shear (Ibs) 540 Vertical Reaction (Ibs) 540 Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: Plan 2536/2 Copy: ignt ': 2004 by Trus Joist, a Weyerhaeuser Business 73Ia and TJ - Seam44 are registered trademarks of Trus Joist. e -1 Toistm, Pro- and TJ-Prom are trademarks of Trus Joist. Upper floor joists optional 11 7/8" TJI@ 110 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 427 / 128 / 0 / 555 2 Stud wall 3.50" 2.25" 427 / 128 / 0 / 555 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Design -534 540 2105 2105 0.262 0.341 39 Control 1560 1018 3015 0.390 0.779 35 Control Passed (34 %) Passed (53 %) Passed (70 %) Passed (L/713) Passed (L/548) Passed 4 w 6 Product Diagram is Conceptual. A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:L/480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Structurwood Edge (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM :The TJ - Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 - ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. btran @cascaderd.com Rev: 580000 , --: 37 •,437' C,:,: :1r,, “:. 4.7.Wr71=;v7a-Nrar w0- 4cik W7; ;-:.,. _i,774 -7.:i. Description 5. great room window 'General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined k tat ar.a Section Name 8x70 Center Span 8.00 ft Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow Beani En3Fix - PinYm I-c MW Wood Density 32.500pcf E Trapezoidal Loads #1 DL @Left DL @ Right #2 DL @ Left DL @ Right Point Loads Dead Load 2,350.0 Ibs Live Load Ibs ...distance 2.000 ft Summary Max @ Left Support Max @ Right Support Max. M allow fb 752.61 psi Fb 875.00 psi 385.00 # /ft 385.00 # /ft 12.00 #/ft 12.00 #/ft General Timber Beam LL @ Left LL @ Right LL @ Left LL @ Right 0.00 k -ft 0.00 k -ft 6.03 fv 80.79 psi Fv 170.00 psi Reactions... Left DL Right DL 528.00 # /ft 528.00 #/ft 40.00 #/ft 40.00 #/ft 170.0 psi 625.0 psi 1,300.0 ksi 2.51 k 0.78 k Start Loc End Loc Start Loc End Loc F1 WO! rsP fIMPSM4:MP3aXtDP4i4!9+?SN. PR- 'AIVr YS!'ES? 7-}:19C7 ,i7.77a:1WPW.IWIt5.17k,Zini lbs Ibs Ibs lbs lbs Ibs Ibs Ibs Ibs Ibs Ibs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.860 : 1 Maximum Moment 5.2 k -ft Maximum Shear' 1.5 Allowable 6.0 k -ft Allowable Max. Positive Moment 5.19 k -ft at 2.016 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft 0.000 ft 2.000 ft 2.000 ft 8.000 ft Beam Design OK 4.2 k 8.9 k @ Left 3.52 k @ Right 1.06 k Camber: @ Left 0.000 in @Center 0.110in @ Right 0.000 in Max 3.52 k Max 1.06 k Deflections - cr- -.....s?� : , ,:mi , .c^ors;rP' .:,N •,,,mrssew .9.,2rx..sr :r. :e_.lotr .,- ^1r° =.s,.. _.,. aas: t= r..;.- °x Arf> 71 .-^» . } ..as?3!s:tr: Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.073 in -0.093 in Deflection 0.000 in 0.000 in ...Location 3.552 ft 3.584 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1 308 9 1,028.18 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.110 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Rev: 580000 Description Left Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 897.55 psi Fb 900.00 psi 6. Dining room door General Information Code Ref: 1997 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined rya.7.77 ';s:r.+..araay.Ria'a aawifl r5rer;Erin:tiaxsasa,'•}z^ a.an :r7Cc . 1 .,U.fF -a...inTar,.= -s, Section Name 4x10 Beam Width 3,500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam -End-Fixity Pin -Pin Wood Density 32,500pcf Point Loads Span= 6.00ft, Beam Width = 3.500in x Depth = 9,25in, Ends are Pin -Pin 3.73 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.74 fv Fv LDeflections Center Span... Dead Load Deflection -0.043 in ...Location 3.360 ft ...Length /Defl 1,676.0 • Camber ( using 1.5 • D.L. Defl) ... @ Center 0.064 in © Left 0.000 in @ Right 0.000 in General Timber Beam rtb T', ^'ST7'TCe 'z. .T 169.33 psi 180.00 psi Total Load -0.060 in 3.240 ft 1,197.61 Center Span 6.00 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 Attow 625.1 psi E 1,600.0 ksi I Full Length Uniform Loads xwv;awr, -,'" :rrr? urct- 1M.-- r;?M1Tr.'M1fmortrl. arcoprvg. me Kir.JA: - 7orrRe tozrransmrrtwrvgpn"4mr -AvS aT;2£u'.m4rma,, Center DL 66.00 #/ft LL 220.00 #/ft DL # /fl LL # /ft Right Cantilever DL # /ft LL # /ft sm. ns;;�'xrn era ;assr:r;;+r^.n&*xxase. Dead Load 3,600.0 Ibs lbs Ibs Ibs Ibs Ibs Live Load Ibs lbs Ibs lbs Ibs Ibs ...distance 5.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.997 ;1 3.7 k -ft 3.7 k -ft at 4.992 ft at 0.000 ft Reactions... Left DL Right DL Maximum Shear • 1.5 Allowable Shear: 5.5 k 5.8 k @ Left 1.48 k @ Right 3.88 k Camber: @ Left 0.000 in @ Center 0.064 in @ Right 0.000 in 0.82 k 3.22 k Left Cantilever... Deflection ...Length/Deft Right Cantilever.-. Deflection ...LengWDefl 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.48k Max 3.88k 0.000 in 0.0 0.000 in 0.0 Ibs Ibs 0.000 ft Dead Load - Total Load 0.000 in 0.000 in 0.0 0.0 Rev: 580000 General Timber Beam :. .'41ws axr .r anakc-.rrnraeFr, s-: 9,-,•; a,+ s= i*acraircmvsre'zn.,. ^ .rigs.env*,K,,.. srerrf..±:'. ,' ";.+gym" x Description 7. dining room window General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined z ; sa,..... vx- e- r.,:rcx,;r�.-sr.::ssi s,...;:nt..,,rnt gin- . ;- enettenTcSrt- e-: _•;s.Gt7.. 17pra.sx :;,j0.77ae. :sCTZ,r, ✓..,elsezrmaa: Wele::e.nteP. ::,,r3 Section Name 4x10 Center Span 5.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beams ixtty PirrPm - F`iAftow 625.0 psi Wood Density 32.500pcf E 1,600.0 ksi Full Length Uniform Loads : +Y•5%',,,r5W- nt" T , r, ,z`„!r::TAI;T+?'..+r�'TiWrinii* 4'... 2'12-W ,Kf.: Glrav^^a'Y.itritrar%: i:. aY.?'a.:+:i?'X:YYAi.°S.,w"^g4 Center DL 209.00 #/ft LL 355.00 #/ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL #/ft LL # /ft Summary Beam Design OK Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.477 : 1 Maximum Moment 1.8 k -ft Maximum Shear * 1.5 1.5 k Allowable 3.7 k -ft Allowable 5.8 k Max. Positive Moment 1.79 k -ft at 2.500 ft Shear: @ Left 1.43 k Max. Negative Moment 0.00 k -ft at 5.000 ft @ Right 1.43 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.012 in Max. M allow 3.74 Reactions... @ Right 0.000 in fb 429.24 psi fv 46.06 psi Left DL 0.54 k Max 1.43 k Fb 900.00 psi Fv 180.00 psi Right DL 0.54 k Max 1.43 k 1 Deflections 3,W' a-r .. nt :e 7.7 . F;.W .- +i..,rit.: an r4n7-.�i Mpri,C3.'..us.^ 1,17,7 RTM:7 "YY';rn.Ti?L#. Ar:-;i Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.022 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 7,285.5 2,758.43 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.012 in ...Length /Deft 0.0 0.0 © Left 0.000 in @ Right 0.000 in Rev. 580000 Description General Information +a,.r mJD:arWrr..= Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor eam f nQ €fixity- Wood Density Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fib 573.53 psi Fb 675.00 psi Deflection ...Location ...Length /Defl Camber ( using 1.5 • D. @ Center @ Left @ Right 8. treated Deck Beam Code Ref: 1997 NDS, 2003 18C, 2003 NFPA 5000. Base allowables are user defined er .M1..erers^. .sraf - az * n ;�-. :r-„ :w- �,r.•:ce°�.s_eu:az.: - .u: .,.s..:. ; ,. a::a.w,'- .a.:a.:s�. ,s, 5.500 in 11.500 in Sawn 1.000 Pin -Piri 32.500 pcf Full Length Uniform Loads y.•xs -N r ,r'aspt?x>,. st sraax,- :ozsM.;,t'eW's Sac ;narxrr7WWr±m0enr-wrrsc-aezr., _ (37c zror':ata,:+s*razit,WSPntsr Ansocrrt. Center DL 80.00 #/ft LL 200.00 #/ft Left Cantilever DL #/ft LL It/ft Right Cantilever DL #/ft LL #/ft Span= 13.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin 5.79 k -ft 0.00 k -ft 0,00 k -ft 0.00 k -ft 6.82 fv Fv -0.062 in -0.230 in 6.500 ft 6.500 ft 2,506.1 678.67 L. Deft) ... 0.093 in 0.000 in 0.000 in General Timber Beam 36.19 psi 140.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow FcAllow E 0.850 ; 1 5.8 k -ft 6.8 k -ft at 6.500 ft at 13.000 ft Reactions... Left DL Right DL [Deflections ,,.:.> , , r+ m,-. x" r .ae8.'.�'a'.:Tk'a..X::ifs'Y;Y¢' Rk^'"- a"?•'.^.:^ aviu• OOn :.aiz:L:rp>,.'1`st7.n�€mox -. i ,«`a.s x.-R;.s'..:.- Center Span... Dead Load Total Load Left Cantilever... Dead Load 13.00 ft Lu 0.00 ft ft Lu 0.00 ft ft Lu 0.00 ft 675.0 psi 140.0 psi 405.0psi 1,100.0 ksi Maximum Shear * 1.5 2.3 k Allowable 8.9 k Shear: @ Left 1.78 k @ Right 1.78 k Camber: @ Left 0.000 in @ Center 0.093 in @ Right 0.000 in 0.48 k Max 1.78 0.48 k Max 1.78 k Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Deft 0.000 in 0.0 0.000 in 0.0 Beam Design OK Load Total Load 0.000 in 0.0 0.000 in 0.0 Rev 580000 Description 9. Deck joists !General Information Section Name 2x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1 Full Length Uniform Loads ,, .::ae:; AL rneG,r ee.atnatS;v. <r3fTeraaMxue»v. x ti+ e >.,. TOr=_•.n Crux ,, - . ox Sp.n : ngwirn wriga<c ai raps n?",,,. ,,Tav;.K Center DL 16.00 #/ft LL 52.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL # /ft Summary Max Max Max Stress Ratio Maximum Moment Allowable Positive Moment Negative Moment Max @ Left Support Max © Right Support Max. M allow FRY°^ }=t 1772731 YS4$, IPT 1.500 in 7.250 in Sawn 1.000 Pin -Pin 32.500 pcf Span= 10.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin 0.823 : 1 0.9 k -ft 1.1 k -ft 0.88 k -ft at 5.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 1.07 fb 804.24 psi fv 42.76 psi Fb 977.50 psi Fv 150.00 psi General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 4Gx "Y"CAT. A'677174 ". !"T ^x^.1^.RRV7P ";77T7:u7,774,'^ 'S1 ^71 T.7.1 7 1FWV_ .f^... .'"`.ait',.' S Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Reactions... Left DL Right DL 10.00ft Lu ft Lu ft Lu 850.0 psi 150_0 psi 405.0 psi 1,300.0 ksi Maximum Shear' 1.5 Allowable Shear: @ Left @ Right Camber: © Left © Center @ Right 0.09 k 0.09 k Max Max 1 Deflections -, :cps= .rc�.4^ `3 , `R'rles.' :!& •TreuR-iit v3T rari>x•'imiroa T w.z Fs.9? a w' fnTS4:r , i raf?x: ., u:"X'CnG: ... Center Span... Dead Load Total Load Left Cantilever... Dead Load Deflection -0.067 in -0.256 in Deflection 0.000 in ...Location 5.000 ft 5.000 ft ...Length /Deft 0.0 ...Length /Defl 1.789.7 468.78 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in @ Center 0.101 in ...Length /Defl 0.0 @ Left 0.000 in 6 Right 0.000 in 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK 0.5 k 1.6 k 0.35 k 0.35 k 0.000 in 0.101 in 0.000 in 0.35 k 0.35 k Total Load 0.000 in 0.0 0.000 in 0.0 L Rev: 580000 c. •_n ...-E..xi`'7- ..3w. n^" .�t:a".: °,m.T�'; f'^ v.^..^.T!n{yviz rAr.y-.sr'c.. " .«'.:fJ,ZCI74'_ .. .rw,..`ittfrfi ,<'a, •.,W'i' *Y Description 10. Beam between dining /great room !General Information 4;;,."c. Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam Cud fixity- min -Pi.. Wood Density 32.500pcf Full Length Uniform Loads :'I,. 'Y`- 4: ;.,1 ^4 rarennts, %f. '•aj Center DL 180.00 #/ft Left Cantilever DL # /ft Right Cantilever DL #/ft Summary TM Fv Allow -Fc Allow E Span= 12.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.888 ; 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,308.06 psi Fb 2,600.00 psi 14.2 k -ft 16.0 k -ft 14.20 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 16.00 fv 152.91 psi Fv 285.00 psi Deflection -0.112 in -0.466 in ...Location 6.000 ft 6.000 ft ...Length /Defl 1,289.3 308.71 Camber ( using 1.5 • D.L. Deft) ... @ Center 0.168 in @ Left 0.000 In @ Right 0.000 in General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined a 77_ -,- wcr. =.7n.- ,wzr..- 17„ _,-.: .wi' ..�x.... - ,9.^." zerngr,r, 7„-zx...;?a?3. -sang ,:s.,g Center Span 12.00 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi LL LL LL 285.0 psi 750.0 psi 1,900.0 ksi 600.00 #/ft #/ft #/ft Beam Design OK Maximum Shear * 1.5 6.0 k Allowable 11.2 k 6.000 ft Shear: @ Left 4.73 k 12.000 ft © Right 4.73 k Camber: @ Left 0.000in @ Center 0.168in @ Right 0.000in Reactions... Left DL 1.13 k Max 4.73 k Right DL 1.13 k Max 4.73 k Deflections -..in .. rn !rir'i- .trarraen^_'. m}xtY?M'lvcrna S .VRSF'rdrL+O':Farr.:Fh -}%+£s ,.+.rt',:IEITTNP*R'.Z^Y S a }.' e5:&:' 1F+k3.,'tbea.'.iTT`4'xi ;:,e3T.' I i.:TA Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection ...Length /Oefl Right Cantilever... Deflection ...Length /Defl 0.000 in 0.000 in 0.0 0.0 0.000 in 0.0 0.000 in 0.0 AMA CASCADE Re idendal Design, Inc. 102 South 26th St. • Tacoma, \NA 98402 253.284.3170. 253.28/1.3 193 idy email: ca:cadeWlx.netcom.com Job Name Tt4N 2636/4 �� y ��� �� �� Location — LlY7l 6 100 FJtk 1 /M ' *iP Sheet Technical Representative 1 ( By _L_N Job Number { I 1 i I i i ,,i I' L /�• w ? 1 -H ' r ? - ='5 1 ,r o4, 1 I ' i 11 tv 1.IA. i ' i L /Re , /� I! I 1 1 �, 4. ^ C L • I � ' i I I I 22' IMIllssa nanits L . 1. ► 1 l 64 • 22 7 1 1 1 ■ 1 - trk 'SAX, { r a U - 12 • 2.64/2 N }I►S. -- /¢ /iH 0 2e fg 2 ty L t 4 4 Q : FS4fr f �' ►t ► tAr l ti v - -1,1 c • , r - � Ii3 G.> I. _- en t L 1 —5 1 1 ' S $ A . l 2 • 1 4 1 /S. - 4 . t Sty i 145 1 1 L L I I — e 1/ • •.. ^ J s. r I ■ ' � rn F ....f... Sn 1:101 �rrs.rrav / vir � i i l I , i l i ' 1 AMA CASCADE Re idendal Design, Inc. 102 South 26th St. • Tacoma, \NA 98402 253.284.3170. 253.28/1.3 193 idy email: ca:cadeWlx.netcom.com Job Name Tt4N 2636/4 �� y ��� �� �� Location — LlY7l 6 100 FJtk 1 /M ' *iP Sheet Technical Representative 1 ( By _L_N Job Number CASCADE _ 'l_. Fax: 253-284-3183 Rev: 580004 Ozer KW-0605873 ver5a010eC2003 General Timber Beam 01983 -2003 ENERCALC Engineering Software 2536 2a ecw CalCulatI0n5 ] 'x. z...d na" - T , nlR^?^S'a F3p'Prarr v'..r... .. -,..:n^nia5l - n_.'nzr .C,TW 7=VW n- s.....z. Description 11. Floor Beam over stair L General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC. 2003 NFPA 5000. Base allowables are user defined w.. 2. , =,h':x;; ^#•' n..rrn,':e47%:ati-.c:.'. tranz.• s..aa.+L'e-'^.7n.F.rtriirN*.aE+. 0,r' rrz:e li07:^. +.''.Y=vfl;'Mw+?' ..ar.0 US ,v.r„'?3:eii. :4 'lull Length Uniform Loads 7,17.:7n4r45.2. ■ 7 , ,4.. n ... ' iva.7nrftralu"l7M.7PSI.aa rZivarartVW :ta+tstcf0.3k91,7", J =ca k,Y?zF_.;M!19 :C*7'i :3}7,8„i'2 = P7Th✓9 TZ,M:+':xt;3l l'it%' ' . Center DL 92.00 # /ft LL 40.00 # /ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL # /ft LL # /ft Point Loads -` 27, - :.0 :trzy L+'k+,..8: :":7- "„%":7 Nr ta1Z: at";Z,e::WA .3ffl r ,..w w:47,;;vgt_7, - , De Load 1,600.0 lbs lbs Ibs Ibs Ibs Ibs Live Load Ibs Ibs lbs Ibs ` Ibs Ibs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth 11.250 in Member Type Manuf /So•Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam - End FIxtty rm -Pfn Wood Density 32.500 pcf Su Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1205.72 psi Fb 2.600.00 psi Deflections Center Span... Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Tel: 253-284-3170 Span= 18.00ft, Beam Width = 3.500in x Depth = 11 Max Stress Ratio Center Span 18.00 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi I Allow rbOE0 psi E 1,900.0 ksi .25in, Ends are Pin -Pin 0.464 ; 1 7.4 k -ft 16.0 k -ft at 7.704 ft 7.42 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 16.00 fv 97.46 psi Fv 285.00 psi at 18.000 ft Deflection -0.443 in -0.562 in ...Location 8.568 ft 8.712 It ...Length /Deft 488.1 384.29 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.664 in @ Left 0.000 in @ Right 0.000 in Maximum Shear • 1.5 Allowable Shear: Reactions... Left DL 2.33 k Right DL 1.09 k 2'-.. .*T.:Sa' .. ilr7L1W1:: r .. <v.^.al+„G' T RIWC.:.t.T»r SNWRA'ixr +zr.n∎reA, Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Deft 3.8 k 11.2 k @ Left 2.69 k @ Right 1.45 k Camber: @ Left 0.000 in @ Center 0.664 in @ Right 0.000 in Max 2.69k Max 1.45 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.0 Ibs Ibs 0.000 ft Beam Design OK 0.000 in 0.0 Rev: 580000 General Timber Beam �f'.,-•" r .......r Frrtnarnrcra1.^r87?', 1'837.WMTffri tatrYRnotr&nt a.,H 9z:P=app.AiFertp.R;'Ycx rserktrzw,..r..M'."".137.7, ttnr. v 'F-,...: 1L. S, Description 12. Floor over Garage (General Information Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam En3Fxlty - Pin -Pin Wood Density 32.500pcf Center DL Left Cantilever DL Right Cantilever DL Summary Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Ik ... 2 -, .r, .: Ra ' :w r.1 >r.t 7-. <.,s. ,. Tr Center Span 22.00ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi -- FcAlfow bbt.Opsi E 1,700.0 ksi D ull Length Uniform Loads es"%r. Sn. a••.-.@' T. ..° c.: mF. mr,'P.Cm: 'n- '"lsTfarRrar. _na;..sT.f+s. ..'t"°7kTri T£:: rta` rr^ T-' E!4?£VR.WS.:.,T.A+CiY'as: {n': S?= ^«P =F'2. 132.00 #/ft LL 440.00 #/ft #/ft LL # /ft VI LL #/ft Beam Design OK Span= 22.00ft. Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 35.8 k -ft Maximum Shear * 1.5 8.6 k Allowable 44.8 k-ft Allowable 20.3 k Max. Positive Moment 35.76 k -ft at 11.000 ft Shear: © Left 6.50 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 6.50 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.366in Max. M allow 44.84 @ Right 0.000 in Reactions... tb 1,845.34 psi . fv 101.49 psi Left DL 1.66 k Max 6.50 k Fb 2,313.99 psi Fv 240.00 psi Right DL 1.66 k Max 6.50 k Deflections L.. 3 a itr',:a't zrr --, - vim ^ ;u5 - " �'. .,E",,iG ,,,,, r ,,,,,, ,,,, ,, -.a c, ,zera-S- r<ig.. .. *RL.2XK ,c ?evwr- 5w= ,,,, .`r- ar,r4c Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.244 in -0.955 in Deflection 0.000 in 0.000 in ...Location 11.000 ft 11.000 ft ...Length /Deft 0.0 0.0 ...Length /Defl 1,081.3 276.38 Right Cantilever... Camber ( using 1.5* D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.366 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in -7: ' I/ !-: 1 1 t i Rev: 550004 I User. 1CW- 0605873, Ver 5 5.0, 1- Dee -2003 I_(c)1983 -2003 ENERCALC Engineering Software Description General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur. Factor B eam End- Fixity- Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max @ Left Support Max @ Right Support Max. M allow fb 1,162.27 psi Fb 2,990.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 Center @ Left @ Right 12a. 3rd cars garage option MicroLam: 3.5)(11.875 Center Span 10.00ft Lu 3.500 in Left Cantilever ft Lu 11.875 in Right Cantilever ft Lu Manuf /So.Pine Truss Joist - MacMillan, Microlam 1.9 E Loads Fb Base Allow 2,600.0 psi 1.000 Fv Allow 285.0 psi -P-in Pin Fa Allow-- _150.0.sL 32.500pcf E 1,900.Oksi DL DL DL Span= 10.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.389: 1 Maximum Moment 8.0 k -ft Maximum Shear * 1.5 Allowable 20.5 k -ft Allowable Max. Positive Moment 7.97 k -ft at 5.000 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 20.50 fv Fv Dead Load -0.069 in 5.000 ft 1,734.3 • O.L. Defl) ... 0.104 in 0.000 in 0.000 in 276.00 #/ft #/ft #/ft General Timber Beam Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 92.93 psi 285.00 psi Total Load -0,155 in 5.000 ft 776.52 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 352.00 #/ft #Ift #/ft Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Job # Date: 4.35PM, 21 FEB 06 0.00 ft 0.00 ft 0.00 if _Repetitive_Member Beam Design OK 3.9 k 11.8 k Left 3.19k @ Right 3.19k Camber: @ Left 0.000in © Center 0.104 in © Right 0.000in 1.43 k Max 3.19k 1.43 k Max 3.19k Page 1 2535- 2a.ecw:Caiculations 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 Re es0000 General Timber Beam .,r. ^� „. A - *e r..".` ap•' Z'.^`. aS°, r, to ge :rl,?'roci?fi'&'R'r ?:d :..." c,stn+x?-r4T"zcT? "nt- ,.- :..t;,m*. ?.°Tt' Description 13 Floor beam at cantilever L General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 3T ++7'. ¢ vu..',; 'SSE 77•W' h:ruesx7P:,�Fx;R0$.1fliiTW.v iV azar-" e, Ninr.n. , ;; ;;E ' .,,e ra."..c _ d ,. v;e4_ 7 ,.z t` :s4L.a L. tW".Tza'S1"% Section Name MicroLam: 1.75x11.25 Center Span 11.00 ft Lu 0.00 ft Beam Width 1.750 in Left Cantilever 2.00 ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads Fb Base Allow 2,600.0 psi - Load - Our -Factor -1_000- FvAllow_ 285 O psi Beam End Fixity Pin - Pin Fc Allow 750.0 psi Repetitive Member Wood Density 32.500pcf E 1,900.0ksi Full Length Uniform Loads ,. sr":- ;,,, a.V r W2.a...xac:MU..;:ir.:. fzv ,: +1-n 741.,: atc V13iiakiCF ,<.- ,: >xx. -1.741 ne:,xrn:rzaca,:ar.,rflfli4“,e ,.,. TAra .l.rsata rre;J Center DL 16.00 # /ft LL 52.00 # /ft Left Cantilever DL 201.00 # /ft LL 227.00 # /ft Right Cantilever DL # /ft LL # /ft Span= 11.00ft, Left Cant= 2.00ft, Beam Width = 1.750in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.122 : 1 0.9 k -ft 8.0 k -ft Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Maximum Shear * 1.5 0 . 7 k Allowable 5.6 k Seam Design OK 0.90 k -ft at 6.019 ft Shear: @ Left 0.84 k -0.41 k -ft at 0.000 ft @ Right 0.36 k Max @ Left Support -0.86 k -ft Camber: @ Left 0.008in Max @ Right Support 0.00 k -ft @ Center 0.006 in Max. Mallow 8.00 Reactions... @ Right 0.000 in fb 292.54 psi fv 34.68 psi Left DL 0.56 k Max 1.34 k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.08 k Max 0.36 k LDeflections 'i . *.'C '^ „ ;rF "":d4`. 67 ..R - TC'::"Fa in . PR T<v'.3': i- a.'ah<+T+...''^0Ctz?rrliSi`£t4 "".i:ir}T`55 i»:ae.,:.F,';.T ° p".4PA K' 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.047 in Deflection -0.005 in -0.021 in ...Location 7.005 ft 5.708 ft ...Length /Deft 9.578.8 2261.5 ...Length /Deft 32,098.6 2,810.62 Right Cantilever... Camber ( using 1.5 • D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.006 in ...Length/Deft 0.0 0.0 @ Left 0.008 in @ Right 0.000 in Rev L 5E0000 General Timber Beam Description 14. Garage door beam General Information . .= rsrzac^arnr1 -;'3r Section Name 5.125x12 Beam Width 5.125 in Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf 12.000 in GluLam Full Length Uniform Loads 'Y'2 3 r d..SA c:Ira:. %"12kM,'.2.d' .1101, 7WEAA' IN3W ":7 w v ZT..7;'a¢147%47 71.:7c9? :d: �^t^Ptrr-Kr. Center DL 84,00 #Ift LL 280.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL # /ft LL #/ft Lpoint Loads J ,..r . -, 4 .,,8tmr.- 'f.i,.". TfirI.:7KMV.o.¢Ree,, >_.a3 .17 sm. ?F; r. xa- ra^,.»: F.:,> ?Y mm37.�..' x..c't•r'Ez."'.P-Zrs:.W.-. - . Dead Load 1,300.0 lbs Ibs Ibs Ibs Ibs Ibs lbs Live Load Ibs 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 0.000ft Summary Span= 16,00ft, Beam Width = 5.125in x Depth = 12.in. 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 1,687.04 psi Fb 2,400.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right 17.29 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 24.60 fv Fv Dead Load -0.268 in 8.000 ft 716.9 .L. Defl )... 0.402 in 0.000 in 0.000 in Code Ref: 1997 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined - r- l'rs?A•er ,1.9.47,... c; -`win aces - .. '. r7rx.- � aF.,.':,x Center Span 16.00ft Lu 0.00 It Left Cantilever fl Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir. 24F - V8 Fb Base Mow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi 0.703 : 1 17.3 k -ft 24.6 k -ft at 8.000 ft at 16.000 ft 80.74 psi 240.00 psi Reactions... Left DL Right DL Total Load Left Cantilever... -0.597 In 8.000 ft 321.66 Beam Design OK Maximum Shear * 1.5 5.0 k Allowable 14.8 k Shear: @ Left 3.67 k @ Right 3.67 k Camber: @ Left 0.000 in @ Center 0.402 in @ Right 0.000 in 1.43 k Max 3.67k 1.43 k Max 3.67 k 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 =7, General Timber Beam TV" RTR eR Description 15. Hall beam LGeneral Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 4 7:RMR-RIRIRjellf4tRMR75vvrn;t7R ? Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Our. Factor Beam End a Wood Density Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 378.58 psi Fb 900.00 psi @ Center @ Left @ Right Center Span 4.00 ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi I-c Allow 6 25tpi 1.000 Pin-Pin 32.500 pcf !Full Length Uniform Loads ct ..-.47.:. alW.1.7)S4iai■WS Z OR R. fkOvvV,'“fir.vvORTOR•VVe-Q s' ORR ,-':.' Center IX 180.00 #/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #18 1 / Summary Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio 0.421 : 1 Maximum Moment 1.6 k-ft Allowable 3.7 k-ft 1.57 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 3.74 fv Fv 44.94 psi 180.00 psi E 1,600.0 ksi at 2.000 ft at 4.000 ft Reactions... Left DL Right DL 1.5 k 5.8 k @ Left 1.57 k @ Right 1.57 k Camber: @ Left 0.000 in @ Center 0.004 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.37 k 0.37 k Right Cantilever... 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.57k Max 1.57k [Deflections „IR:v.. R. 'R - 147-WrItAT:M% - i7C7,1):7",t 7r.rtagr v,- Center Span... Deflection -0.012 in ...Location 2.000 ft ...Length/Defl ...Length/Defl 3.909.47 Camber ( using 1.5*D. Dead Load Total Load Left Cantilever... Dead Load Total Load -0.003 in Deflection 0.000 in 0.000 in 2.000 ft 0.0 16,432.7 L. Defl ) Deflection 0.000 in ...Length/Defl 0.004 in 0.0 0.000 in 0.000 in 0.0 0.000 in 0.0 FOUNDATION / FRAMING PLAN 1) FOUNDATION / FRAMING PLAN I I I I I '• I --- ,-- I Ft --1 1_ L J . „ a-4 ••=6- -4-a• •■••• •••■■• trail—te+-••■• I n"er •••••••••• r I 9 6 1 1 T &. . 4o der• 1 I 1 4x•161 c 5 as L I .n _ .c - X56 '*' 1 L.441 —I tNLL b5t'_ 4z ja_ 'pp R2;, .q_kL ' i ., i 0 I6 *' 1 r I� (el 1 "- ) 1;b ! )to 7.C 0 e l -& - C4 . • .0 t. L 1 41..h) v 1 9fxt 8 #Z r I-^ , , H t L_- � I i I 1 P1 l � I I I ' 1 1 J_ l , -7- CA�st • Residential Des'gn, Inc. Job Name rt4 - f3 ( ZS 36/2 2 .( Location . )1\ 1.)i)A- I nAl Sheet of Technical Representative Job Number BY Date 102 South 24th St. •Tacoma,WA 98432 253.284.3170. 253.2343183 `:v< email: case ale o�ix.netc.om.con i 9- i 3 o3 LR ev: 520000 .. '.; -r';i <.41 v31 7.0ign! .X.18f' Y ° ,''. ,° �° :1, ,37 ,.' EW°4 ": 2 + » °,1.1 r,,, °. Description 16 Crawl space girder w/ bearing above k General Information [full Length Uniform Loads Center DL 356.00 # /ft Left Cantilever DL #/ft Right Cantilever DL # /ft General Timber Beam Code Ref: 1997 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined :,,rvratr ?. ... ilirni'^: Fw' .yin 'N °".Y^- ..'tAT°: ;°A: -:Y ..z °' ..ralP°0; 9 1,42. °411 uT`WWW:we ; °a° ..:aA'?7,°° .sY".:'4S Section Name 4x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 fl Member Type Sawn Douglas Fir - Larch. No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 62 .0 psi Wood Density 32.500pcf E 1,600.Oksi LL LL LL 920.00 # /ft #/ft #/ft Summary 53 Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.686 : 1 Maximum Moment 2.6 k -ft Maximum Shear * 1.5 2.4 k Allowable 3.7 k -ft Allowable 5.8 k Max. Positive Moment 2.57 k -ft at 2,000 ft Shear: © Left 2.57 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.57 k Max @ Left Support 0.00 k -ft Camber: © Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.008 in Max. M allow 3.74 Reactions... @ Right 0.000 in fb 617.08 psi fv 73.25 psi Left DL 0.73 k Max 2.57 k Fb 900.00 psi Fv 180.00 psi Right DL 0.73 k Max 2.57 k Beam Design OK [Deflections I ' „- :..... , -, ',r. ..a7'.er :'s :z.,:. cask'; r7Acx:. w* t?Raax . ^a*ns¢"`7"F"s- : -.! r c• - c"+'; - 7°,; -, r?a2'^sm';t , rr:..a- - .. #.as.nr s^ra',sr. 7,x-= - a' „ rv> :;77;ara?3 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.006 in -0.020 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length /Defl 0.0 0.0 ...Length/Defl 8,472.0 2.398.45 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.008 in ...Length/Defl 0.0 0.0 © Left 0.000 in @ Right 0.000 in L Rev. 580000 General Timber Beam Description 17. Crawl space girder w /out bearing above General Information Section Name 4x10 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 Summary of Max @ Left Support Max @ Right Support Max. M allow fb 457.98 psi Fb 900.00 psi 3.500 in 9.250 in Sawn Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL t4p }¢aiYaPfiS , r.....4 vs1TLE:a'v;.. WVPae."d:'r..,.- a.d+ +?'£iAk'.'1 ?.E 'S°;IMOR-:Z.T∎A:6 .2 ES:BG3R 96.00 # /ft LL 320.00 # /ft # /ft LL # /ft # /ft LL #/ft Span= 6.00ft. Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.509 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 Allowable 3.7 k Allowable Max. Positive Moment 1.90 k -ft at 3.000 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 3.74 fv 43.78 psi Fv 180.00 psi Code Ref: 1997 NOS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined :•.Y'w✓b..:.-w;.- nT;F?.=:4Pai'.,C.Wrif '.si.r=:= -7 . ;y1 -r,'S` rIF,':r.° r.r.,ws n.7771 restrB Center Span 6.008 Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi hcATfow b2 .0 psi E 1,600.0 ksi Reactions... Left DL Right DL Camber: @ Left 0.000 in @ Center 0.012 in @ Right 0.000 in 0.31 k 0.31 k 1.4 k 5.8 k @Left 1.27k @ Right 1.27 k Max 1.27k Max 1.27 k [Deflections a , rl':.re7 -... !Y4r ; ;;S" ..r'S. : ner.r,L''d£k -.137, '-z .. Jr'j.m.< ,.. .. Center Span... Dead Load Total Load Left C antilever... Dead Load Deflection -0.008 in ...Location 3.000 ft ...Length /Defl 8,827.9 Camber ( using 1.5 D.L. Defl )... @ Center 0.012 in @ Left 0.000 in @ Right 0.000 in -0.033 in Deflection 0.000 in 3.000 ft ...Length /Defl 0.0 2,154.43 Right Cantilever... Deflection ...Length /Defl Beam Design OK 0.0 0.0 Total Loa 0.000 in 0.0 0.000 in 0.000 in Rey 580000 General Timber Beam Description 18. Crawl space joist typical I General Information Section Name 2x10 Beam Width 1.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity -Pin -Pin Wood Density 32.500pcf Full_gth Uniform Loads. 1 Deflections Center Left Cantilever Right Cantilever S Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 360.39 psi Fb 977.50 psi Center Span... Deflection ...Location f DL DL DL Dead Load -0.017 in 4.250 ft ...Length/Deft 5,838.2 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.026 in @ Left 0.000 in @ Right 0.000 in 16.00 #/ft #/ft #/ft 0.64 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.74 fv 26.93 psi Fv 150.00 psi 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 Fa Allow E 0.6 k -ft 1.7 k -ft at 4.250 ft at 0.000 ft LL LL LL Span= 8.50ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.369 1 Total Load -0.065 in 4.250 ft 1,570.25 Reactions... Left 01. Right DL 8.50ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405bpsi 1,300.0 ksi 52.00 #/ft #/ft #/ft 0.4 k 2.1 k @Left 0.30k @ Right 0.30 k Camber: @ Left 0.000in @ Center 0.026 in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 0.08 k 0.08 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Deft 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK Max 0.30k Max 0.30 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 7/� �if �� 18. Crawl space joist optional a Se,ie� t N er Business 91 /2" TJ I ®110 @ 16" o/c User. 2 7/1420059:46:30 AM • Pagel Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN LOADS: — AnatysisYsTor�Jaist Member. Input Width 1 Stud wall 3.50" 2 Stud wall 3 50" Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: Plan 2536/2 CONTROLS FOR THE APPLICATION AND LOADS LISTED Bearing Length 2.25" 2.25" Maximum 280 280 566 Design -274 280 566 0.038 0.049 61 Copyright t 2004 by Trus Joist, a Weyerhaeuser Business TJi® and TJ -Beamf are registered trademarks of Trus Joist. e-_ Joists, Pros and TJ -Proms are trademarks of Tres Joist. Vertical Reactions (Ibs) Live/Dead/Uplift/Total 227/68/0/295 227/68/0/295 Control 1220 1018 2380 0.202 0.404 35 p=== 8' 6" ' El Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: - See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Detail Other Control Passed (22%) Passed (28%) Passed (24%) Passed (1J999 +) Passed (L/999 +) Passed Product Diagram is Conceptual. A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:L/240). - Deflection analysis is based on composite action with single layer of 19/32" Structurwood Edge (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM - The TJ - Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" ' Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.22 ,ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. btran @cascaderd.com Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran Maximum Load For 6x6 DF #2 Wood Post psf := psi 144 c F := 700•psi CD := 1 CFb := 1 CM := 1 Ct 1 CL := 1 CF = 1 E':= 1300000•psi F " F F " = 700 psi • Axial Load Capacity Slendemess Ratio (SL) SL h C := 0.8 KCE := 0.3 KCEE F SL C : 2.0 Fe Cp•F"c Axial Load Capacity Slenderness Ratio (SL) SL = h C := 0.8 KCE := 0.3 KCE-E' FCE C 1+ SL 2 1 + FCE 2•C F' C " FCE F "c F " FCE = 989 psi 2 1 + FCE FCE — F " F " 2.0 C Kf F' 557psi P = F' p .A Maximum Load For 3 -2x6 HF #2 Built up Wood Post plf := psf•ft 6x6 Wood Post Properties Kf 1 h := 5.5-in t:= 5.5.in A: =t•h A = 30.3 in 2 th 3 1:= I= 76.3in 12 S := I - S = 27.7 i 3 in h C = 0.8 Pmar = 1684116 (Maximum post Capacity) psi si := — 144 F 1300•psi CD := 1 CFb = 1 CM 1 Ct := 1 CL 1 CF := 1.1 E' := 1300000 psi 3 -2x6 Built Up Post Properties F "c Fe F " 1430 psi Kf = 1.0 h := 5.5.in t:= 3•(1.5) -in A t•h A= 24.8in FCE = 989 psi t•h 4 1: =— I =62.4 in 12 2 1 + FCE FCE S := 1 -2 S = 22.7 in F " F " h 2•C C Kf Cp =0.55 Es = 792 psi Pmax := F'c•A (Kt = 0.6 for unbeaten nailed built up posts - 0.75 for bolted) Ib: =plf -ft H:= 9.1 -ft plf := psf -ft lb := plf•ft H 9.1-ft (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) Pmax = 19612 Ib (Maximum post Capacity) Cascade Residential Design, Inc. 102 South 26ih St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 - 3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran Maximum Load For 2 -2x6 HF #2 Built up Wood Post F := 1300-psi CD := 1 CH := 1 CM := 1 Ct := 1 CL := 1 C F c := 1.1 E':= 1300000-psi F" F •C C F" 1430 psi 2 - 2x6 Built Up Post Properties c:= c D' Fc c= P Axial Load Capacity Slenderness Ratio (SL) SL =— h FCE= KCE'E' SL l + FCE F " C 2-C F' C " C := 0.8 KCE := 0.3 FCE = 989 psi 2 / 1 + FCE FCE F " F " 2•C , C F' = 792 psi Maximum Load For 4x4 HF #2 psf := Psi plf := psf -ft 144 F := 1300-psi E' 1300000-psi F "c:= Fc'CD•CFc CD := 1 C Fb := 1.5 CM := 1 Ct := 1 CL := 1 CF := 1.15 Ci := 0.85 F " = 1495 psi Kf "max := F' A Kt := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5. in 4x4 Wood Post Properties Kf := 1.0 ( 0.6 for unbraced nailed Axial Load Capacity built up posts - 0.75 for bolted) Slenderness Ratio (SL) h 3.5 -in H t := 3.5-in SL := C := 0.8 KCE := 0.3 A: =01 A= 12.3in E E' FCE F = 401 psi t•h 4 1. 1= 12.5 in SL 12 psf := P S' plf := psf•ft lb := plf•ft H:= 9.1-ft 144 t := (2). 1.5•in A: =t•h A = 16.5in 3 1 := t -h 1= 41.6in4 12 2 S = S= 15.1in h C = 0.55 Pmax = 130741b (Maximum post Capacity) 2 I.2 3 1 + FCE 1 + FCE FCE S := h S = 7.1 in F " F " F " CP' 2•C 2•C C _ Kf Cp =0.25 F' •:= Cp F" F = 375 psi "max Fc'A Pmax = 4599Ib (Maximum post Capacity) lb := plf•ft H:= 9.1•ft Cascade Residential Design, Inc. 102 South 266 St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536I2B 2536- 2B.mcd 713112006 Designer: Binh Tran Maximum Load For 3 -2x4 HF #2 Built up Wood Post F 1300-psi CD := 1 E':= 1300000•psi F " F F° 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL: = — C =0.8 h KCE'E' FCE SL C 2-C 1 = Cp,F,�c Maximum Load For 2 -2x4 HF #2 Built up Wood Post F := 1300-psi CD := 1 CFb := 1 CM := 1 Ct 1 CL 1 CF := 1.1 E':= 1300000•psi F "c ` Fe-CD.Cfe PC = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL h FCE Cp := KCE•E' SL FCE 1+ 2•C F' C " C := 0.8 F " CFb := 1 KCE := 0.3 FCE 1+ — 1+ — F " 2•C FCE = 401 psi FCE \ 2 FCE F " F' = 374 psi Pmax := F A KCE := 0.3 FCE = 401 psi 1+ F "c 2- C F = 374 psi F"c C Kf FCE 2 F "c Kf C Cp I C 1 C 1 CF 1.1 P max := F A psf := psi 1 plf := psf-ft 16:= H := 9.1-ft 3 -2x4 Built Up Post Properties Kt- := 1.0 h := 3.5-in t := 3.1.5•in A := t-h A = 15.8 in t•h 3 1. I= 16.1in 12 S 12 S= 9.2in3 h C = 0.26 P max = 5893 Ib (Maximum post Capacity) psf :_ (Kt = 0.6 for unbraced nailed built up posts - 0.75 for bolted) psi 144 2 -2x4 Built Up Post Properties Kf := 1.0 (Kf = 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= 10.5in 3 I . th I= 10.7in4 12 S:= I -2 S= 6.1in h Cp = 0.26 plf := psf-ft lb plf -ft H := 9.1-ft Pmax = 3928 Ib (Maximum post Capacity) Cascade, Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 - 3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2B 2536- 2B.mcd 7/31/2006 Designer: Binh Tran Maximum Load For 6x6 HF #2 Treated Post F 460-psi CD := 1 CFb := 1 CM := 1 C1:= 1 CI, 1 CF := 1 E':= 1045000•psi F" F •C C F" 460 si 6x6 Treated Wood Post Properties c:= c D' Fc c= P Axial Load Capacity Slenderness Ratio (SL) SL H C 0.8 KCE := 0.3 KCE'E' FCE SL C F := Cp F' Axial Load Capacity Slenderness Ratio (SL) SL = H C := 0.8 KCE := 0.3 FCE KCE'E' SL 1 + FCE F " C L 2 •C J . 2 'C F.c CP " F c FCE = 795 psi 2 1 + FCE 1 + FCE F CE F " F " F " 2-C 2•C C _ Fi = 387 psi F " 1040 psi FCE = 1970 psi 2 1 + FCE P CE — F " F '. c c Kf Pmax := F' A 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 = 30.3in 3 I:= th 1= 76.3in4 12 S := 1 - S = 27.7 in h C = 0.84 Pmax = 117001b (Maximum post Capacity) Maximum Load For 4x4 HF #2 Treated Foundation Post psi psf := 144 F := 1040.psi CD := 1 CFb := 1 CM := 1 C1 1 CL 1 CF 1 E' := 1235000 -psi 4x4 Treated Wood Post Properties F "c FC•CD'CFc Kf Kf := 1.0 (Kt = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5.in t := 3.5-in ps := pst plf := psf•ft lb = plf•ft H:= 9.I•ft 144 A = t•h A= 12.3in 3 1. WI 1= 12.5in4 12 S:= 1 - S= 7.lin h C = 0.86 F' = 892 psi Pmax := F' " max = 10930 lb (Maximum post Capacity) plf := psf•ft lb := plf•ft 1 4•ft DATE: CONTACT: RE: ADDRESS: ZONING: ' July 5, 2007 Majestic Builders D06 -378 4028 S. 126 St LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted is approved with the following conditions: 1. Any retaining wall greater than 36 inches in height must meet setbacks. June 19, 2007 Jonathan M. Harkovich 1201 Monster Rd SW, Ste 320 Renton WA 98057 RE: CORRECTION LETTER #2 Development Permit Application Number D06 -378 Majestic Builders — 4028 S 126 St Dear Mr. Harkovich, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Buildinv Department: Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Planning Department: Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. end File No. D06 -378 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director P:tPemul Centel Comction Letters 2006\1)06378 Correction Ltr #2.DOC jcm 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 -431 -3665 Building Division Review Memo Date: June 18, 2007 Protect Name: Majestic Builders Permit #: D06 -378 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The floor plan and design has changed since the previous submittal. Please provide a complete set with all pages of the revised plans complete and with notes, crud site plan, and all relative pages to a complete the plan set. Should there be questions oonceming the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: June 18, 2007 Jonathan Harkovich D06 -378 4028 s. 126 St LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved: 1. It is still unclear from the plans provided how the proposed house will meet the height standards. The City's Zoning Code uses the State Building Code to define height (TMC 18.06.100). The State Building Code defines height as "The vertical distance from grade plane to the average height of the highest roof surface (IBC 502.1) ". Grade Plane is defined as "A reference plane representing the average finished ground level adjoining the building at exterior walls. Where the finished ground level slopes away form the exterior walls, the reference plan shall be established by the lowest points within the area between the building and the lot line or, where the lot is more than six feet from the building, between the building and a point six feet from the building (IBC 502.1) ". Residential Engineering Group 1901 Center Street - Tacoma, WA 98409 Ph 253.284.3100 Fax 253.284.3183 June 4, 2007 Building Department City of Tukwila 6300 Southcenter Boulevard, Ste. 100 Tukwila, WA 98188 Attn: Allen Johannessen, Plans Examiner Ref: Permit # D06 -378, Majestic Residence — 4028 S 126 St. This letter is in response to comments regarding the plan submitted for the above referenced project. The following responses are listed in the order of the comments received in your memo dated Feb. 21 1. The topographic provided to us by the builder indicates the grade level slopes up from the front to the rear. We have revised the elevations and main floor framing to accommodate the site conditions. Please refer to the revised sheets 2/6, 6/6, 6N6, and S2/2. We have also provided calculations for a Eft retaining wall that may be necessary for parts of the main floor. 2. The concrete compressive strength is listed as 3000 pounds per square inch (psi), however the allowable bearing pressure of the soils is list as 2000 pounds per square foot (psf) and should not be confused. The foundation design used a 1500 psf allowable soil bearing pressure, and is therefore conservative. The structure will only be 2 stories according to the topographic plans provided to us. Therefore the prescriptive footing width is less than the width specified on our plans. If you have any questions, please give us a call. Sincerely, Mark Myers, P.E. Project Engineer Fvaip = .o RECEIVED CITY OF TUKWILA JUN 12 7001 PERMIT CENTER CORRECTION LTR #__� -- -34g April 13, 2007 Jonathan M. Harkovich 1201 Monster Rd SW, Ste 320 Renton WA 98057 RE: CORRECTION LETTER #1 Development Permit Application Number 006 -378 Majestic Builders — 4028 S 126 St Dear Mr. Markovich, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Planning Department: Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely( A44 hall it ician encl File No. D06 -378 City of Tukwila P: Jennifer Cmrteton Letters \2006\D06 -378 Conec6ou Ltr MI.DOC jem Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: February 21, 2007 Project Name: Majestic Residence Permit #: 006 -378 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The civil site plan provided show sloping topographical lines that indicate an approximate slope of about 10 feet where the house shall be placed. The plan elevations show a house constricted on a fiat lot The sloping lot conditions shall require a foundation design with additional engineering consistent with the elevated foundation and slopes. Provide a foundation design consistent with the sloping lot Identify those portions of the foundation that are stepped and show any tipple wall construction. In addition identify changes to the cawlspaoe design. (IRC R602.11.1, R602.11.3 & R403.1.7) 2. In addition to item (1), general notes are recommending 3000 psi for concrete construction. The geotechnical report for this project is recommending the foundation bearing pressure to be 2000 psi for the footing design. The plans show footings 16" wide where per table R403.1 footings for a three story construction shall be a minimum of 17" wide. Please provide a footing design consistent with the new foundation design and per recommendations of the geotechnical report. (IRC R4010.2, R403, Table R403.1 & R403.1.7) Should there be questions conoeming the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: April 12, 2007 Jonathan M. Harkovich D06 -378 4028 S. 126 Street LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. The revised site map indicates that the cut/fill for the project will be 2570 cubic yards. Review under the State Environmental Policy Act (SEPA) is required for any cut/fill activity of 500 cubic yards or greater. 2. The boundary line adjustment must be recorded before issuance of the permit. January 19, 2007 Jonathan M. Markovich 1201 Monster Rd SW, Ste 320 Renton WA 98057 RE: Letter of Incomplete Application # 2 Development Permit Application D06 -378 Majestic Builders — 4028 S 126 St Dear Mr. Harkovich: This letter is to inform you that your permit application resubmittal received at the City of Tukwila Permit Center on January 16, 2007 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department needs to be addressed: Buildina Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached conunents. 1. Please address comments from previous letter dated October 10, 2006. A copy of this has been included for your use. Plannine Department: Brandon Miles, at 206 431 -3684, if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. Jn order to better expedite your resubmittal a 'Revision Submittal Sheet' trust accompany every resubnrittal. I have enclosed one for your convenience. Revisions must be made In person and will not be accepted through the mall or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: D06 -378 City of Tukwila lla Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director P:Uennifergncomplete Letters \2006\Building\D06.378 Incomplete Ltr #2.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: October 10, 2006 Protect Name: Majestic Builders Permit #: D06 -378 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. GENERAL NOTES PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped not copied.) 1. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 2. Please note above "PLAN SUBMITTALS" "all sheets shall be the same size ", this includes site plan. Should them be questions conceming the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: January 19, 2007 Jonathan M. Harkovich 006 -378 40XX South 126 Street. LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The revised application is incomplete. The new house plans show that there will be significant grading activities and alterations of steep slopes. Additionally, there are trees that will be removed from the steep slope areas. In order for the application to be complete please provide the following: 1. A geotechnical report prepared by a qualified professional addressing the slope issues on the property. The report should conform to the requirements of TMC 18.45 an Public Works requirements. 2. Submit a tree clearing permit (application provided) for the removal of any trees on the slope area. The tree permit should comply with the requirements in TMC 18.54. October 12, 2006 Jonathan M. Harkovich 1201 Monster Rd SW, Ste 320 Renton WA 98057 Dear Mr. Harkovich: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -378 Majestic Builders — 40xx S 126 St ' This letter is to inform you that your permit application received at the City of Tukwila Permit Center on October 6, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department needs to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached comments. Planning Department: Brandon Miles, at 206 431 -3684, if you have any questions concerning the attached comments. Public Works Department: L. Jill Mosqueda, at 206 431 -2449, if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Pemtit Center at (206) 433 - 7165. Enclosures File: D06 -378 P:Vennifer \Incomplete Letters2006\Building \006 -378 Incomplete Ltr 4I.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 20o -431 -3665 Determination of Completeness Memo Date: October 10, 2006 Project Name: Majestic Builders Permit #: D06 -378 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. GENERAL NOTES PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped not copied.) 1. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space, water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 2. Please note above "PLAN SUBMITTALS" "all sheets shall be the same size" this includes site plan. Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: October 10, 2006 Jonathan M. Harkovkh D06 -378 40XX South 126 Street. LDR. PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. The proposed lot is less than 6500 square feet which is the minimum lot size to construct a home within the Low Density Residential (LDR) zone. Tukwila Municipal Code (TMC) 18.70.030 notes, A. A Lot, as defined in TMC 18.06.500, which does not meet the minimum dimensional standards for the zone in which it is located may still be developed as a separate lot if the proposed use is one which is permitted in the zone and the proposed development can comply with the requirements of this title regarding basic development standards for the applicable zone and other applicable land use and environmental requirements. B. A lot, as defined in TMC 18.06.500, which cannot meet the basic development standards for the applicable zone and other applicable land use and environmental requirements may be developed only if it is combined with adjacent lot(s) in a manner which allows the combined lots to be developed in a manner which does comply with the basic development standards for the applicable zone and other applicable land use and environmental requirements. In the event lots are combined in order to comply with the requirements of this subsection, a boundary line adjustment shall occur so that the combined lots are henceforth considered a single lot. C. Nothing in this subsection shall be deemed to prevent the owner of a substandard lot from applying for or receiving approval of variances pursuant to TMC Ch. 18.72. Lot size is a basic development standards. According to King County records the property owners for parcel 794520 -0045 and 600485 -7340 are the same. In order to construct a house on parcel 794520 -0045 a BLA must be done with 600485 -7340 in order to allow 794520 -0045 to have the minimum lot size of 6,500. Permit #: D06 -378 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards Project Name: Majestic Builders 40xx S 126 St Date: 10.09.06 Reviewer: L. Jill Mosqueda, P.E. This application is incomplete. Please contact me at 206.431.2449, if you have any questions regarding the following comments. 1. Public Works will approve all utility work under this permit, including the sewer, power, gas, cable connections in right -of -way. 2. Provide an engineer's estimate for the right -of -way work. 3. Provide an engineer's estimate for the construction of utilities and driveway onsite. 4. Provide a completed King County Sewer Use Certificate. 5. Provide a set of civil site plans meeting Public Works' standard. See the Development Guidelines and Design and Construction Standards in Appendix C. 6. The plans must be prepared, signed, stamped and dated by an engineer licensed to practice in Washington. 7. The plans shall show all the proposed work in the right -of -way and onsite. 8. The plans shall show existing water, sewer, and other improvements. 9. The plans show expected cut limits in the right -of -way and onsite. The pavement in S 126 St is four years old. Each pavement cut will be charged $10.00 per SF of cut. I recommend consolidating the trenches as much as possible. 10.The plans you provide shall include an approval from ValVue and WD125 for the water and sewer plans. 11.The power shall be underground from the pole. 12. Show how runoff from the roof downspouts will be handled. 13. Show the access as paved from the existing pavement to 20' onto the property (or to the garage if the garage is less than 20' from the property line). June 25, 2007 Jonathan Harkovich 1201 Monster Rd SW, Ste 320 Renton WA 98057 Dear Mr. Harkovich: City of Tukwila Department of Community Development Steve Lancaster, Director RE: Request for Permit Application Extension #2 Development Permit Application No. D06 -378 Mechanical Permits Application No. M06 -224 Plumbing/Gas Piping Application No. PG06 -178 Majestic Homes — 4028 S 126 St This letter is in response to your written request for an extension to Permit Application Nos. D06 -378, M06 -224, and PG06 -178. The Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of your permit application for an additional 90 days (through October 1, 2007). If you should have any questions, please contact our office at (206) 431 -3670. File: Permit No. D06 -378, M06 -224, & PG06 -178 P:\Pemit CentelsExtension ]etters\Pennit Applcations\D06 -376+ Application Extension #2.doc ie • Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Davis &Kurth' Extension Request for D06 -378: I am writing in regards to my current permit application applied for on 10.06.07, and requesting an extension to the 07.03.07 expiration date. There was not just a building permit that was being dealt with on this lot but also a BLA that has just previously recorded. I was also just informed that I have yet another (FOURTH) comment letter coming from Building and Planning. There is a lot of slope and some critical areas that need to be dealt with and it has slowed the process down quite substantially. Thank you for giving me this chance to explain my circumstances to the lengthy process that has taken place. I hope to receive the extension. Thank you. • Regards, han M. Markovich 253- 315 -3170 1201 Monster Rd. SW #320 • Renton, WA 98057 Office: (425) 228 -5959 • Fax: (425) 226 -9227 64 Io•o(•t4- O � C t tt 'JUN 21 1001 p, ffrolives www.davfs- kurth.com 06 -04 -2007 JONATHAN M. HARKOVICH 1201 MONSTER RD SW, STE 320 RENTON WA 98057 RE: Permit Application No. D06 -378 4028 S 126 ST TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 10/06/2006 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 07/03/2007 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 07/03/2007. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. xc: Permit File No. D06 -378 d Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206-431-3665 March 14, 2007 Jonathan Harkovich 1201 Monster Rd SW, Ste 320 Renton WA 98057 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Request for Permit Application Extension Development Permit Application No. D06 -378 Mechanical Permits Application No. M06 -224 Plumbing/Gas Piping Application No. PG06 -178 Majestic Homes — 4028 S 126 St Dear Mr. Harkovich: This letter is in response to your written request for an extension to Permit Application Nos. D06 -378, M06 -224, and PG06 -178. The Building Official has reviewed your letter and considered your request to extend the above referenced permit applications. The City of Tukwila Building Division will be extending the expiration date of your permit application for an additional 90 days (through July 3, 2007). If you should have any questions, please contact our office at (206) 431 -3670. File: Permit No. D06 -378, M06 -224, & PG06 -178 P:VenniferExtension LetrenWetmit AppbcationsV306-378+ Application Extemion.doc jam Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 March 8, 2007 To Whom It May Concern: I was writing in regards to Application # D06-378. This is for Jennifer Marshall. I would like to have an extension granted for this file due to extensive comment letters sent by the Planners, Public Works, and building department. Jill Mosqueda in Public Works, who no longer works for your Jurisdiction, had me get a signed WET- STAMPED site plan that I found out was not necessary. This slowed down my process of issuance of the building permit. Please consider this statement and grant me an extension. I love working with the City of Tukwila, especially Jennifer She is consistently nice, kind and professional every time I deal with her. This is much appreciated. Sincerely, athan M. Harkovich nt?Cet er n" OP 7- 0 (ffim AIAR 08 2007 4 ; 12.6737,8, m0 4_20 4 r &o(f) fitfrgila driE- 6 O3-13-07 'e Rot" c P10101- 03-01 -2007 JONATHAN M. HARKOVICH 1201 MONSTER RD SW, STE 320 RENTON WA 98057 RE: Permit Application No. D06 -378 4028 S 126 ST TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 10/06/2006 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 04/04/2007 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 04/04/2007. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event you do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, fer shall Penult Tec "clan xc: Permit File No. 1)06 -378 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Work Location: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D06 -378 Grantor: MAJESTIC BUILDERS, INC., a Washington State corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Along South 126' Street and adjacent to 4028 South 126 Street. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, utilities, and underground power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attomey's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this /2 0 `day of 7ki / , 2007. STATE OF WASHINGTON) )ss. County of King Authorized Signature f;te.- /70744, /4-.n,% I certify that I know or have satisfactory evidence that Ton alliavl 145u- is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath statediat he/she was authorized to execute the instrunjlent and ac wlpdged it as the Permit (oaaJlz� f of jrs h'c ` Po.iicle /S , a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated U7 / «./07 a^..c-- 4- Udierfc Notary Public in d for the State of Washington residing at ut. My appointment expires (2 S - 29 -/ 0 DATED this day of , 2007 GRANTEE: CITY of TUKWILA By: Print Name: James Morrow Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: WHEN RECORDED, RETURN TO: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Reference Number(s) of Related Document(s): Grantor: Majestic Builders, Inc., a Washington State Corporation Grantee: The City of Tukwila, a municipal corporation of King County, Washington Legal Description (Abbreviated): A Portion of the SE1 /4 of the SW '/,, Sec. 10, T. 23 N., R. 4 E., WM. Full Legal Description is found on Exhibit A of this document. Assessor's Tax Parcel ID Number(s): 794520 -0045 SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between Majestic Builders, Inc., a Washington State Corporation, ( "Grantor), and the City of Tukwila, a Washington municipal corporation ( "Grantee "). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described in Exhibit A, which is attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas of potential geologic instability (potential slide areas). WHEREAS, as a condition of the issuance of boundary line adjustment approval, land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. WHEREAS, Grantor assumed this obligation in order to obtain said building permit approval under permit D06 -378 for the Property. WHEREAS, Grantor has performed geological reports and evaluations, prepared by Cornerstone Geotechnical, Inc., dated June 9, 2006. WHEREAS, the parties agree that this agreement constitutes an arms Length, bargained- for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 5. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. DATED this day of , 2007. GRANTEE: CITY OF TUKWILA ATTEST: STATE OF WASHINGTON County of King Mayor City Clerk On this day of , 20 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared , known to me to be the Mayor of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he /she was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year above written. mune NOTARY PUBLIC in and for the State of Washington, residing at EXHIBIT A LEGAL DESCRIPTION OF PROPERTY PARCEL F: LOT 10, BLOCK 1, SQUIRE'S REPLAT OF PART OF TRACT 33, RIVERSIDE INTERURBAN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 20 Of PLATS, PAGE(S) 100, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THAT PORTION OF SAID LOT 10 CONDEMNED FOR THE STATE HIGHWAY UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 646939 Together with Parcel "B", City of Tukwila, Boundary Line Adjustment no. L06 -090, in the City of Tuwila, State of Washington. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this /20dayof ,jl/tty , 2007. Authorized Signature I u.n.0 Atherle STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that £rn'tiGn +6f K(J ilk' c A is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath sta that he/ he was authorized to execute the instrument and acknowledged it as the emit ( oaSL.ltcu,€ of Ta esti C iteeters , a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated nI / t a /o Notary blicAan4 for the State of Washington residing at /v My appointment expires OS - ACTIVITY NUMBER: D06 -378 DATE: 07 -03 -07 PROJECT NAME: MAJESTIC BUILDERS SITE ADDRESS: 4028 S 126 ST Original Plan Submittal X Response to Correction Letter # 2 Revision # Response to Incomplete Letter # After Permit Issued DEPARTMENTS: B � I g DIVE 1 ;r1'�� sion Public Works ❑ Structural DETERMINATIQN OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -2802 "PERMIT COORD COPY %„,, PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete TUES/THURS ROUjING: Please Route u Structural Review Required REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 07-05-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 08-0207 Not Approved (attach comments) ❑ DATE: AK 01 1' Planning Division Permit Coordinator ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPART S 16'a, Bt i ng vision Public Works Complete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documen drouling slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -378 DATE: 06 -12 -07 PROJECT NAME: MAJESTIC BUILDERS SITE ADDRESS: 4028 S 126 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued Fire Prevention Structural DETERMINATIQN OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: DATE: PI ring Division Permit Coordinator No further Review Required DUE DATE: 06-14-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping El PW ❑ Staff Initials: DUE DATE: 07-12-07 Approved with Conditions ❑ Not Approved (attach comments) 11 Permit Center Use Only CORRECTION LETTER MAILED: 1 ' I Departments issued corrections: Bldg '1 Fire ❑ PIng1W PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -378 DATE: 02 -15 -07 PROJECT NAME: MAJESTIC BUILDERS SITE ADDRESS: 4028 S 126 ST Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # After Permit Issued DEPARTMEN I ing Divisi u lic Works Complete Comments: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATON OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: ( s e " v . Planning Division Permit Coordinator ❑ DUE DATE: 02 -20-07 Not Applicable E Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 03-20-07 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) d Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: �I li3l� � ( Bldg IA Fire ❑ Ping 14 PW ❑ Staff Initials: 1'tr ACTIVITY NUMBER: D06 -378 DATE: 01 -16 -07 PROJECT NAME: MAJESTIC BUILDERS SITE ADDRESS: 4028 S 126 ST Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued Public Works PERMIT COORD COPY - PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Incomplete Permit Center Use Only y� INCOMPLETE LETTER MAILED: b l`fp LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: Approved with Conditions❑ DATE: ?M dotal ►- Planning Division Permit Coordinator ❑ DUE DATE: 01-18-07 Not Applicable ❑ No further Review Required DATE: DUE DATE: 02-15-07 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -378 PROJECT NAME: MAJESTIC BUILDERS SITE ADDRESS: 40U S 126 ST DATE: 10 -06 -06 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPART ENTS• I , , bp* f U�J B i sing I ision blic Work li ► I 00 Structural DETERMINATION OF COMPLETENESS: (Tues., Thy Complete Comments: Documents/routing slip.doc 2 -28-02 1( rl" (0.tW# Fire Prevention Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: 0 '4'0 ❑ Permit Coordinator ❑ PlSnrfifsg iv slop DUE DATE: 10-10-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 1DI11.lAP LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg cgt Fire ❑ PIng/11 PWXI Staff Initials: No further Review Required DATE: DUE DATE: 11 -07-06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Date: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. City of Tukwila ❑ Respons to Incomplete Letter # RECEIVED O Response to Correction Letter # , 2 CITY OF TuKwu ❑ Revision # after Permit is Issued , JUL - 3 2007 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Majestic Builders Project Address: 4028 S 126 St Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.cttukwila.wa.us Plan Check/Permit Number: D06 -378 Steven M. Mullet, Mayor Steve Lancaster, Director PERMIT CENTEf+ Contact Person j . er Summary of Revision: S an/5 ave- - Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by A, \kt A UCI Entered in Permits Plus on _Alf) tapplicanons\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Phone Number: Z5?— 5/5- 3/ 2b Date: a % Project Address: 4028 S 126 St .+ City of Tukwila \applications\ ormsapplications on line revision submittal Created: 8-13-2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431 -3665 Web site: httn: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Project Name: Majestic Builders Received at the City of Tukwila Permit Center by Entered in Permits Plus on IAP Plan Check/Permit Number: D06-378 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # _ after Permit is issued ❑ Revision requested by a City Building inspector or Plans Examiner 01TV OF 'JUN 12 2007 PERMIT CENTER Contact Person: t); 1 0W9W'•■V SM'&IC# Phone Number: ZIT- 3 /5" 3/ 26 Summary of Revision: Sheet Number(s): 2 0 et/7/ t ta.CAP/St `sir "Cloud" or highlight all areas of revision including date of revision City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /rZ 07 Plan Check/Permit Number: D06 -378 ® Response to Incomplete Letter # 2 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Steven M. Mullet, Mayor Steve Lancaster, Director CRY EC KWILA FEB 1.5 20071 PERMITCENTER Project Name: Majestic Builders Project Address: 4028 S 126 St Contact Person: a/av A/ X44 // /c' Phone Number: Z 5 - 3/5 3/7a Summary of Revision: 777e S/7Z t a",55 /wY/J 0Vb A.P tJrv9$> 1:6• .4 , I? t/ ae /lira`- ott,tj ssei 0 syc,,,,• not-6 /s at/ ,4 // at / 5YS sn //2- i >tz -r 77 VO // 77/e s ue 4a21 T/fG_ Self /°GAn/ //l/ nom Sa/UVwr//- /'MuA.A /1 /7-a t.D , ,9zuSE 77W4s / / Sry (?af//t ss.FA 4 Fes a�v/��vs hinv/J — tr.3..9LSo .4 GE ./ , e fits $S01./ mac , "y ara /, a /) p s670 /VAC- ,¢, SSS'4iG 7f e5 r 5 - ° n1/ /We / 77/ AG. 1 eG/ruF enf' 77 ni ar . 4 / 5"" — ' Gt',�li /G r �� !G>�/n� . / r 41:694/ Sheet Nu 7Z "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on & 61 \applications\ orms- applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: al/zv /0 7 Plan Check/Per � , mit // Number: D06 -378 ® /'r 9 Response to Incomplete Letter # 1 -, V U / &6s ❑ Response to Correction Letter # - V/u le�44 ?C,0440 ❑ Revision # after Permit is Issued - /ILGF-lt) ctlf I/iJ(S$a) ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Majestic Builders Project Address: 40xx S 126 St Contact Person:ya/rl/,i�13a i/ 4 / j zt&i (-{ Phone Number: ( 36- ? /�) Summary of Revision: S /1/ 4471 awn./ ,c A/tGr/ Zsor 5 /ze c x•57,0 f(l aye- nw2e(/~40i.st) • ,ir/6>/I/6F..e_ 5 //L, at i % % , � /r. /)/ sir At�L Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 01/1470 \applications\forms- applications on Iin*evision submittal Created: 8 -13 -2004 Revised: h Steven M. Mullet, Mayor Steve Lancaster, Director RECEiti! JAN 16 2007 PERMIT CENTEh ' ,,,,,,�, Site address (attach map end,iegai description showing hydrant Iopauon end la 0 main); « 29 � Ii-7. 7z//0r/7, 4/4 9J/6 Ad �,. �n1,{ L„ ��' i ! w � �t / N�� � 7.S;A:,�ui�y'�;tl;�i17 a; I M �t „�14��4'.,i74,!�;'�J.lk�r.9vu it•Wkts�a� iS�a.:!�n�t+k m.�t ..:..i��ih��..rS Nam JS/I!/ n , iii Name a // L / . � /, Phon Pho e: This certi CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: I06'43jw3079 Public Works Department: 206 -433 -0179 Planning Division: 206-431-3670 to Is for the purposes of: esidentlelBuilding Permit ❑ Preliminary Plat ❑ Commercial/Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant td the closest point of structure is ft. Area is served by (Water Utility District): 1. The proposed protect Is within 2. Q.rrb Improvements required. 3. The Improvements required to upgrade the water system to bang It Into compliance with the utilities' comprehensive plan or to meet the minimum flow' requirements of the project before connection end to meet the State cross connection control requirements: (Use separate sheet if more room Is needed) 4. Based upon the Improvements listed above, water can be provide and will be available at the site with a flow of -? aQ at 20 pal residual for a duration of 2 hours at a velocity of / fps as documemed by the attached calculations. 5. Water availability: EIVED 'icceptable service'oan be.provided to this project CITVOFT11KW11 D ❑ Acceptable service cannot be provided to this project unless the improvements In Item 6-2 are metoct 08 yt ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. IN i — 114,k_ O (S7 • J ZS Agency /Phone te C- 2. "4 5 -7 CERTIFICATE OF WATER AVAILABILITY Required only If outside City of Tukwila water district By PERMIT NO.: PO (r sar, �X - . ❑ Short Subdivision ❑ Other aal Date This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." D i al l:932 ; ( g —e'6 Date tr--pg re t�rg —e' gpm Part A: (To Be Completed by Applicant) Purpose of Certificate: ❑ Building Permit r Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: 3 Residential Single Family ❑ Residential Multi-Family ❑ Commercial ❑ Other Applicants Name: tDav $ Co» JrlK, J -mac, Phone: 7a/./ z3 . a2S' -4 3Yf . i Property Address or Approximate Locetion: Tax Lot Number. 1 10 K r, tact' . it 7g4/5 o - oco Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Scwer Agency) 1. 01 a. Sewer Service 'will be provided by Side sewer connection only to an existing 4a size sewer , h feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 2. (Must be completed if 1.1) above Is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment 3. 3 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. t 4. Service Is subject to the following: PERMIT: $ /,e a. District Connection Charges due prior to connection: GFC: $ VS73 SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January lst) King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalen directly by King County after connection to the sewer system. (Subject to change� tro without notice.) O TrJall b. Easements: ❑ Required ® May be Required OCT 0 6 9fAq c. Other. PERMITCEiyTE :9oaland TOWARD A BF?' ENV!RON!!°NT SKIVER DISTRICT 11 Certificate of Sewer P.O. Box 69550 TukwL,WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OFF.SEWER AVAtLABIL!TY /NON- AVAILABILITY•, OR ❑ Certificate of Sewer Non - Availability hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the d of signature. By /I an ate' l t / /b( Title Ittr3 Date License Informatoa License MAJESB *954ME Licensee Name MAJESTIC BUILDERS Licensee Type CONSTRUCTION CONTRACTOR UBI 602500923 Ind. Ins. Account Id VICE PRESIDENT Business Type CORPORATION Address 1 1201 MONSTER ROAD SW Address 2 SUITE #430 City RENTON County KING State WA Zip 98057 Phone 4252356600 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 7/25/2005 Expiration Date 7/25/2009 Suspend Date Separation Date Parent Company DAVIS & ROBINSON, INC. Previous License Next License PMWHOHL932KU Associated License Business Owner Information Name Role Effective Date Expiration Date DAVIS, MICHAEL E PRESIDENT 07/05/2005 ROBINSON, MATTHEW .1 VICE PRESIDENT 07/05/2005 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date Until https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= MAJESB *954ME 07/11/2007 x x x x x x x x x x x x