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HomeMy WebLinkAboutPermit D06-284 - Pitzer Homes - Lot 1PITZER HOMES LOT 1 14709 56 AV S D06 -284 Parcel No.: 1157200170 Address: 14709 56 AV S TUKW Suite No: Tenant: Name: PITZER HOMES, LOT 1 Address: 147XX 56 AV S , TUKWILA WA 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: httn: //www.ci.tukwila.wa.us Owner: Name: JOHAL HARNAIL +SINGH GURPA Address: 17818 NE 116 ST , REDMOND WA 98052 Phone: Contractor: Name: PITZER HOMES INC Address: 46533 84 AV SE , ENUMCLAW WA 98022 Phone: 253- 632 -9159 Contractor License No: PIIZEHI97804 doc: IBC -10/06 DEVELOPMENT PERMIT Contact Person: Name: JONATHAN M.HARKOVICH Address: 1201 MONSTER RD SW, STE 320 , RENTON WA 98057 Phone: 253 318 -3170 DESCRIPTION OF WORK: CONSTRUCTION OF 2103 SF SFR WITH 409 SF ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESL, LAND ALTERING, STORM DRAINAGE, WATER METER W/SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, AND UNDERGROUNDING OF POWER. * *continued on next page ** Permit Number: D06 -284 Issue Date: 01/10/2007 Permit Expires On: 07/09/2007 Expiration Date: 11/24/2007 Steven M Mullet, Mayor Steve Lancaster, Director Value of Construction: $199,106.71 Fees Collected: $11,588.33 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 D06 -284 Printed: 01 -10 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: ,ALM AkADIA9) /iia Date: UII19!ol I hereby certify that I have read and x d permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied , w er specified herein or not. Print Name: doc:IBC -10/06 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 Number: D06 -284 Issue Date: 01/10/2007 Permit Expires On: 07/09/2007 Steven Al. Mullet, Mayor Steve Lancaster, Director The granting o ermit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constructio • erformance - • rk. „ authorized to sign and obtain this development permit. Signature /n . , i �» d t if Date: / 7 r 0 7 r 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. D06.284 Printed: 01-10-2007 Parcel No.: 1157200170 Address: Suite No: Tenant: 14709 56 AV S TUTOR PITZER HOMES, LOT 1 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: D06 -284 Status: Applied Date: Issue Date: ISSUED 07/26/2006 01/10/2007 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 Thkwila 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. 6: 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 heaters vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. doc: Cond -10/06 D06-284 Printed: 01 -10 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). 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: Adequate ground ladder access to rescue windows shall be provided. 22: Maximum grade for all projects is 18 %. 23: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.8 inch (12.7mm). (IFC 805.1) 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 611. U you have any questions, please call Tukwila Fire Prevention Bureau at (208)876 -4407. 28: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 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: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 29: Any material spilled onto any street shall be cleaned up immediately. 30: 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. 31: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 32: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. doc: Cond -10/06 DO6.284 Printed: 01-10-2007 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 33: 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'. 34: Rockeries shall be constructed per City of Tukwila standard detail RS-5. In the event that a rockery can not be installed per standard detail, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. doc: Cond -10/06 * *continued on next page ** D06 -284 Printed: 01-10-2007 Signature: Print Name: doc: Cond -10/06 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.citukwila.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. tn 060 14.4 Date: /727 ` (97 D06 -284 Printed: 01 -10 -2007 SITE LOCATION King Co Assessor's Tax No.: //5 72-00/ Xo Site Address: /9 7/17 S4 MOE So. Tie.te4h/G5 61/11 Suite Number: Floor: New Tenant: ❑ .... Yes ❑ ..No Tenant Name: Property Owners Name: l /72612. bbifit 5 //1/C • Mailing Address: 8 5.33 Z8"9 ¶5 CONTACT:PERSON Name: eT/UAfA/✓ /f9• gfifivk(ll/ /c Mailing Address: /70/ 41 'fltE/L- ,o90 56v 5 E -Mail Address: ✓ y/it -0 1 / /S /e9 eV,'W GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: A /TZet %bhTt //Ma Mailing Address: 'ft: 5 3 3 2 n S.t - Contact Person: ✓ //n / Day Telephone: (253) 13Z — ?/5 E -Mail Address: /3i /2e%4' 526 &ea/ CGm Fax Number: (3 9) Rea" 9re7 Contractor Registration Number: P// ecc 3i'6 Expiration Date: j/ - 2 4. — G 7 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD All platis,must be wet stamped by Architect of Record Company Name: /,/E546 U'YI./M /TE,O Mailing Address: /V6/? 8/ sr efre• .949W 5ce/re ,G M4/1/7 Gvel 98005 City State Zip Day Telephone: It 53) e 77- 25?tD E -Mail Address: Fax Number: Contact Person: S4 / /YfS7 //1/ ENGINEER: OF_ RECORD All plans must be wet stamped by Engineer of Record Company Name: Ctv, CONSUI-TA/VTS Mailing Address: 2 2y1/ /t' / 20 5 eT Contact Person: CITY OF TUKWILA‘i Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 \permits plus 4 <lunges\permit application (7 -2001) f or #/ C#tIr"S T 4'.' G /If/r?S E -Mail Address: co ef/.(c fa tef, et o// . //F / Page I Building Permit No. peg! — Z11 Mechanical Permit No. Md0 h Wa Oil 7 s Permit No ?Wag - Project No. 1' 04o - 1 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** E/veztot hi City City (For office use onl /4/4 State Day Telephone: /Z53) 3/5- 3170 non Zip 349 etA/ra/✓ cv4 7eas7 State Zip Fax Number: (WC) ZZti -92 27 ,EIU!/r//CIA GvA fOZZ City state Zip ;Ainsaf/ti A/f ffl7 City State Zip Day Telephone: 1 /257 . 25-33 Fax Number: (92 52 f,' — 3707 BUILDING PERMIT INFORMAw„ON - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ / lco Scope of Work (please provide detailed information): /1 4 r/ nvc/o `N Z 6 - , r_ $74//1/0/977 44v Will there be new rack storage? ❑..YesDKr. No Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (arca of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 2f /,C Floor area of principal dwelling: 2-03 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 Will there be a change in use? IN ....Yes ❑ ..No If "yes ", explain: U *AAcr nor /UEa' ge5 /2 ee FIRE PROTECTION/HAZARDOUS MATERIALS• ❑.. Sprinklers ❑..Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes tg..No If "yes ", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Vermin pW,1icc changes \permit application (7.2004) ®'..None ❑ . Other (specify) Page 2 Existing Building Valuation: $ SirvGLE- iitef f' s - aevcF G aervrzt4/, v, . s ,o i o 4 .o, a4 If "yes ", see Handout No. for requirements. Compact: Handicap: Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor o r - vs R- 3 2 Floor #9 / /324 3f Floor Floors / thm 2- i--(05 Basement Accessory Structure* Attached Garage y1j /v / Detached Garage Attached Carport I Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMAw„ON - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ / lco Scope of Work (please provide detailed information): /1 4 r/ nvc/o `N Z 6 - , r_ $74//1/0/977 44v Will there be new rack storage? ❑..YesDKr. No Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (arca of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 2f /,C Floor area of principal dwelling: 2-03 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 Will there be a change in use? IN ....Yes ❑ ..No If "yes ", explain: U *AAcr nor /UEa' ge5 /2 ee FIRE PROTECTION/HAZARDOUS MATERIALS• ❑.. Sprinklers ❑..Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes tg..No If "yes ", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Vermin pW,1icc changes \permit application (7.2004) ®'..None ❑ . Other (specify) Page 2 Existing Building Valuation: $ SirvGLE- iitef f' s - aevcF G aervrzt4/, v, . s ,o i o 4 .o, a4 If "yes ", see Handout No. for requirements. Compact: Handicap: PUBLIC WORKS PERMIT INN — 206- 433 -0179 Scope of Work (please provide detailed information): Please refer to Public Works Bulletin #1 for fees and estimate sheet. VI r District ...Tukwila ❑... Water District el25 ❑...Water Availability Provided S__9y4�er District `...Tukwila ❑...VatVue ❑..Renton ❑...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Sujlmitted with Application (mark boxes which apply): Civil Plans (Maximum Paper Size — 22" x 34 ") ..Technical Information Report (Storm Drainage) ' . Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Ageement(s) ❑ ...Hold Harmless Proposed Activities (mark boxes that apply): ❑...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ . fight -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance NU ...Construction/Excavation/Fill - Right -of -way Non Right -of -way LJ✓ Total Cut .Total Fill + Z® 6 cubic yards cubic yards `I ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑...Backflow Prevention - Fire Protection i .Permanent Water Meter Size... 3/ 9 ❑ ...Temporary Water Meter Size .. / ❑ ...Water Only Meter Size [2, ...Sewer Main Extension Public 2C ® ...Water Main Extension Public tpermiir plus ice cheeses 1 permit application (7 -2004) ( ❑. ❑. ❑. ❑. Irrigation Domestic Water Call before you Dig: 1- 800 - 424 -5555 . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line WOa Ma w Ole WO# WO# Private Private ❑ Work in Flood Zone Storm Drainage FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billina to: Name: f /T2.E 46'HK5 , /NC Mailing Address: yl53 ZFt /n $.` Water Meter Refund/Biliing; Name: 54n /E 15 1eevt Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: /Z63/ 65Z- 967 ritzecoret.st G /,9 .9ganz City state Zip Day Telephone: Mailing Address: City state Zip Page 3 ❑ .. Highline ❑ ...Renton ❑ .. Grease Interceptor ❑ . Channelization ❑ . Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size Fixture Type: Qty. Fixture Type: .. = - Qty :Fixture Type: - Qty.: - Fixture Type: Qty Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets - 3 Bidet Food -waste grinder, commercial indirect waste Clothes washer, domestic / Floor drain Sinks 3 Dental unit, cuspidor Shower, single head trap Urinals 2 Dishwasher, domestic, with independent drain , Lavatory Water Closet Building sewer or trailer park Sewer Rain water system — per drain (inside building) Water heater and/or vent / 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 PLUMBING AND GAS PIPING CONCTOR INFORMATION Company Name: ) /1ZE,e ✓71,1 g 3 s Mailing Address: 45 -� ZifiY� $f. Contact Person: �� /7 Pat E-Mail Address: /ad Contractor Registration Number P ZtGtLfi3t g. ■ Valuation of Project (contractor's bid price):. $ /5 029 . Scope of Work (please provide detailed information): /1f . tad Siy62E F rint -1 ArSeletraa err# //beifiaigvmti AeAfa?vi- / t � uNA & v/1✓ Gt-14 k'/tt s ',We.) /t />4Iy; Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:UppaWimnab,nu•AppticNiotu On Lkeu -006 - Soma Appliudon.doc Revised: 47006 hh 4AWAte1124/ WA f ZZ State lip City Day Telephone:OS 32- 9/57 Fax Number. Cpl 49W Expiration Date: /t'44 - 07 Page 5 of 6 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<100K BTU I Air Handling Unit >10,000 CFM Fire Damper 0-3 HP /100,000 BTU Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct I Thermostat I 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 I 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 MECHANICAL PERMIT INF t(4ATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: 789 Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** 7 Valuation of Project (contractor's bid price): S 7-69 a Scope of Work (please provide detailed information): PL * / " A' ? 1/1/1";; LL ear /cL ,4,, >r?NG ,$V4? Pacr G ,g Use: Residential: New ....1:1 Replacement ❑ Commercial: New .... ❑ Replacement ❑ Fuel Type: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES - Applicable to al permits in this application Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 Signature: Print Name: p I Date Application Accepted: e ` 1 / t .1447//94/ /' .4 Day Telephone: 253) 3/5 Mailing Actress: /Ze/ />G/US /Z /go- sit/ Satre no 12t/viN (, n4C7 \permit\ plusicc changabermit application (7-2004) R OR AUTHORIZED AGENT: Date Application Expires: Page 4 City Date: U /006 State Zip Staff Initials: ,- Doe: =6E RECEIPT NO: R07 -00048 Initials: JEM Uses ID: 1188 Payee: - PITZER HOMES, INC. SET ID: 1219 SET NAME: PIIZER LOT 1 SET TRANSACTIONS: Set Member Amount 9,861.44 D 06 -285 9,861.44 D06 -286 9,861.44 M06 -160 175.56 M06 -161 101.50 M06 -162 175.56 PG06 -099 351.00 PG06 -100 351.00 TOTAL: 30,738.94 TRANSACTION LIST: Type Method Description Payment Check 2350 ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Thkwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431-3665 Web site: http:/lwww.citukwila.wa.us BUILDING - RES CASCADE WATER ALLIANCE GAS - RES MECHANICAL - RES PLAN CHECK - RES PLAN CHECK - WATER METER PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE SET RECEIPT TOTAL: 000/322.100 401/386.550 000/322.100 000/322.100 000/345.830 000/345.830 000/322.100 000/342.400 000/342.400 Payment Date: 01/10/2007 Total Payment: 30,738.94 Amount 30,738.94 30,738.94 Account Code Current Pmts 5,777.94 15,891.00 176.00 452.62 30.00 30.00 496.00 70.50 675.00 ;,4.;.4 0110 4716 TOTAL 30738.94 Doc: RECSETS -0B City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Thkwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: /lwww.d.tukwila.waus STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES WATER - ALLENTOWN /RYAN WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 000/386.904 13.50 104.367.120 3,856.38 401/379.004 1,500.00 401/379.002 180.00 401/342.400 45.00 401/386.520 1,470.00 401/343.405 75.00 TOTAL: 30,738.84 RECEIPT NO: R06 -01116 Initials: JEM UserlD: 1165 Payee: PITZER HOMES, INC. SET ID: S000000531 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount D06 -284 I D06 -285 D06 -286 M06 -160 M06 -161 M06 -162 PG06 -099 PG06 -100 TOTAL: 1,726.89 1,726.89 1,726.89 36.39 17.88 36.39 66.50 66.50 5,404.33 TRANSACTION LIST: Type Method Description Amount Payment Check 2236 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 SET RECEIPT TOTAL: Payment Date: 07/26/2006 Total Payment: 5,404.33 5,404.33 5,404.33 Account Code Current Pmts 000/345.830 3,979.33 000/322.100 750.00 000/345.830 675.00 TOTAL: 5,404.33 73C2 07/26 7716 MAL ',404. Steven M. Mullet, Mayor Steve Lancaster, Director p° PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit igl Approved per applicable codes. Pro,[g% 4 S / /1 Addres / 7705 s 46/ 5 Special Instructions: Type of Inspection: j /iU9 / Date Called: Date Wante : ////.34 7 p.m. Requester: Phone No s3 -9266 -6515 COMMENTS: g /.1 ?Ala n4» 4P //Y /v1/ (Receipt No.: Date: // REINSPECTION FE- REQU ED. Prior o inspection. fee must be d at 6300 Southcenter B vd.. Suite 100. Call the schedule reinspection. 'Date: . Corrections required prior to approval. COMMENTS: Type of Inspection: - 7 F / C /'reVr/ 4q ( - / n/o/— it/Fcl�, Address: / 56 ^./ AA,4 /g 4 r /cs / .vFFa Date Called: -e Tice . /ver ape specia Instructions: � 9 ,$'.r let'e Ark" d>t ds de �7yd:va _S /h:SS/ l . Requester: Phone No: 25 3- 76‘ - 65'S5 Project: /' /7 / /nmms /ir Type of Inspection: - 7 F / J Address: / 56 4/ S Date Called: specia Instructions: Date Wanted: 7/ 2 -t77 ' Requester: Phone No: 25 3- 76‘ - 65'S5 Approved per applicable codes. Ins pec or: , 7 'Receipt No.: INSPECTION RECORD Retain a copy with permit !Date: Date: / /- a - INSPE % NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Corrections required prior to approval. B 00 REINSPECTION :EE REQUIRED. Prior o inspection. fee must be id at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Proj t. / i L Z e ,L- /onfcL97-7 Type of Inspection: fr orea 2F7eeAC 2 Address: - / S(o A 6/ 5 Date Called: Special Instructions: Date Wanted: //— Z _ ) per: Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: nspect . .mss Date: /1 / ) J'� Z — / 0 00 REINSPECTION FEE EQUIREQ'Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: ! Proj�e` #K /1dm 5 ).-.6 Type of Inspec n: r�ti , 7- ✓aa� Ad res d 1 56 4v5 Date Called: Special Instructions: Date Wanted: Z,� 3^fi• p• Reques Phone No: x,5 3- 2.66 -‘9s ci INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 fit tw ! It fn ,��✓Gt c� J /in REINSPECTION FEE REQUIR Prior o inspection. fee must be pat/at 6300 Southcenter Blvd.. Suit 100. Cal the schedule reinspection. Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Insn6ctor (Receipt No.: (Date: Project' i ,4— t' Alt / r typ ,o nspe on:/7 Lr11• ( �� J T; Add e! J / /t f 7 O <el Date C Special Instructions: - Date Wanted i� m. J2 -�, P. my Requester: Phone No: required prior to approval. Approved per applicable codes. Corrections OMMENTS: r Inspectt�f /Y[ 0 V /!/1 A-11)-\ 'Date: ff 2/707 INSPECTION RECORD Retain a copy with permit PERMIT NO CITY OF TUKWILA BUILDING DIVISION lg. ft 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 6 Ej $58.00 REINSPECTIOk FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: 1 ' Projec • - c4 �/ ` 1.07 Type of Inspection: 7 l to -7 ' Ad 1 Date s: ` `5H ,2 5 ailed: Speeciall Instructions: Date Wanted;,, � 07 � / a.m. p.m Requester: Phone No: 2h< 1 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit a PERMIITNO. r (206 431 -36 VE C orrections required prior to approval. COMMENTS: r ZeA n cam, / 4" r iPclit V $58.00 REINSPECT; ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: - Proj / . J��e,4 � /I�`/ Type f Inspection: / /O/ . f�l/.t?� lr�lti Date Called: A dress: Pi7o -c 42 s Special Instructions: Date Wanted* z_ . a.m. P.m1 Requester: l� / Phone No: g Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit INS�OaNN PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- Corrections required prior to approval. d 4 far Ma El $58.00 REINSPECTION '!E REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: ,�.. >....,.,..•,'' Project• Type of Inspection: Address: Date Called: r Special instructions: Date Wanted• (am! Requester: Phone No: INSPECTION RECORD Retain a copy with permit 7 � INSPECTIO NO. - PERMIT NO. , CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 ED Approved per applicable codes. Corrections required prior to approval. lc COMMENTS: ,4 h fe U . �A%UTEe $58.00 REINSPECTION FE EQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 1Date: Projec�y�, jJ n A i e to � A / Type o�f Ins ect 9 n, lndb„ t o C/i 7 -' Address: 1 f l 4 (mil i c Date Called: p Pi Special nstr ctions. f i Date Wanted: a.m. Requester: Phone No: {Receipt No.: /O 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 -36x0 *proved Approved per applicable codes. DC COMMENTS: Inspector I ate - orrect required prior to approval. $58.00 REINSPECTIO FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. !Date: Project: Project: cnr.7_ Type of Inspection: Slit) '� /4On1fS Address: 1N7(Cf s(�, ,qi) S Date Called: Specia Instructions: Date ( )Wanted: // —r /2 - 2in - O ! . PAT'. Requester: Phone No: 253_2(%, -G5 s9 INSPECTION RECORD Retain a copy with permit PERM INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 06)431 - Approved per applicable codes Corrections required prior to approval. COMMENTS: 0 $58.00 REINSPECTION FE t EQU!RE0 Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: IDate: Project: ?/ [ ZFQ /- /Ornrs 2 Type of Inspection: Ahq // i V Address: /4/70°7 5 rn, S Date Called: Special Instructions: Date Wanted: /p -- / `/ O 7 CALM) p.m. Requester: Phone No: 0 253- 26 INSPECTION RECORD Retain a copy with permit INSPECTIO NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 MENTS: roe- r ed V I ll 431 -36 Approved per applicable codes. 0Corrections required prior to approval. ❑ � � IDate vv gyp- , ;58.00 EINSPECTI FEE REQUIRED. Prior o inspection, fee ust be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: Date: , ..�. .. Project: - Project. t1/ Type of In tiojt__ 1.10 ec rrr Date Call d: )9 'Y7 Addr s: Special Ins ructions: CA , G ( Cby29r – r,/ Date Wanted: p m. Requester m 111 Phone No: 2 — C1 2moo -g< ,'t5 INSPECTION RECORD Retain a copy with permit INSPE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431.36X0 $58.00 REINSPEC11ON ' E REQUIRED. Prior o inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Corrections required prior to approval. COMMENTS: Type of Inspection: f (Z A-rvti rte( c \ 1 / AM P) 1 Nviscre Ant) iA-4-4 Special Instructions: Date Wanted: ) e ee A ( ( .J- ms-.,n(a4; Phone No: 253 - 65's 5 Protects � � Y' i - -PY rfi�nn4S 3 Type of Inspection: f (Z A-rvti rte( c \ Address: I LI - WC? SG 40 S Date Called: Special Instructions: Date Wanted: .am Requester: Phone No: 253 - 65's 5 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ID Approved per applicable codes. op 'Receipt No.: tor: 'Date: (206)431 - 3 Corrections required prior to approval. Date: h 7 - v REINSPECTION FEE REQUIRED. Pd r o inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. ll the schedule reinspection. - Project& r _ .1 IS / Type of specti n: L' 4 . Ir/u A J'/7� 11 /L u Dat- C -'" - Special Instruct ` Date Wanted- a.m. 22-07 ,i"5 Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 • )431.367 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector Date: �� 7 S $58.00 REINSPECTIO'N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection, Receipt No.: Date: COMMENTS: Pi t/'1 (i)k)11II she41 h N5 ` 4 pp tour. � Address: i t 3(s. All S 2 ex-- r shrpt ✓— hAUc c - s t bOn i ✓eUl iovJ -2cp/ 0 1`M5f ■ 4) 5}vM'V 1xJ 11 s 4 AITS >tYs+ (1 ± 1 1 • (niivec/ -I-c ) J -1-e -v >.. Date Wanted: 3 -Z l - 0 - 1 a.m. Requester: Phone No: 253 -2 “.- (o13ci Pr 'ect: I ri7.f 2 NOYviFC l.0 Type of Inspection: N. WA I( 5hPA Aic Address: i t 3(s. All S Date Called: Special Instructions: Date Wanted: 3 -Z l - 0 - 1 a.m. Requester: Phone No: 253 -2 “.- (o13ci 0 Approved per applicable codes. nspe t INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Corrections required prior to approval. // Date: 4t.ti� I 3 1- 07 8.00 REINSPECTION F r ,t. E REQUIRED. Prjb to inspection, fee must be (206)431 -3 aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Proje t: P1 rTf2 FIOM,C Type of Inspection: 0 V4w / jai/ t 9 P Address: ) L-I 71Y, .5 (> a u 5 Date Called: Special Instructions: Date Wanted: 2Z / m. Request r: Phone No: 9 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit PER 06)431 -3 REINSPEC ION FEE EQUIRED. - r to inspection, fee must be at 6300 Southcenter Blvd., Suite • '. Call to sechedule reinspection. No.: Date: El Corrections required prior to approval. Project: n ( 1/24-r4/ 2.4.Z Type of Inspection: „ \ /- OO4.rr `�. 4 ine-w , Address: 3 Date Called: J Special Instructions: Date Wanted: ( a.m. i3 07 p• ester: Requester: Phone No: 6106 ' "3/- 6'S5 Z 3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 • )431 -36 TO Approved per applicable codes. Corrections required prior to approval. COMMENTS: nspeclo� Date: 2 v7 58.00 REINSPECT' N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 'Date: • • • Project:-4 N Type D off Inspection: r Address Date Called: Special Instructions: Date Wanted: a.m„ cZ - G — 7 P.m. Requester: yz.,=..z GC) -QsZ8' Pho Nom 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: AM Date: Approved per applicable codes. 0 Corrections required prior to approval. 58.00 REINSPECTION FIFE REQUIRED.k to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectlon. Receipt No.: Date: Projec 1 �t'� /. / Type of Inspection: .oq► .4 Address: fy1/0 sG At> S. Da Called: Special Instruc P90661 / -o/ Date Wanted: S P.m. Requester: Phone No: Zsi 26G- (9 r ,Y, gpproved per applicable codes. 'Receipt No.: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 PERMI 431-36 f 0 Corrections required prior to approval' \ COMMENTS: C, 58.00 REIN ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 outhcenter Blvd., Suite 100. Call to sechedule reinspection. Date: Proj ct: 3i Iy'- /lomcs 4/1- Type of Ins ction: oor.A.,4 Address: /q,0 SC Au 5 Date Called: - Special Instructions: Date Wanted: /--2S O a.m m. Requester: Phone No: 4 /15 - 260 — 352p COMMENTS: c , QOTce I h - (Le Poi9 - Aice41 R, 1 , a J, V" 413 > el 1 ant I sect Date: _ /J_,. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 fl Approved per applicable codes. GAG -26V orrections required prior to approval. $ REINSPECTION FEE RS=QUIRED. or to inspection, fee must be p at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: Date: Project::, Pr t ) N i / / Type of Inspection: / N. a /�t 1 cmi5 ke Address: /V709 - -SG Aii s Date Called: Special Instructions: Date Wanted: i3 - a Requester: Phone No' Y_.Q 8528 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY O,F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. PE (206)431 173 .Correctlons required prior to approval. COMMENTS: Alf) /0A1/5 f 4 Oho,jc Ad oit/f O nJ 5 /Y Inspe Date: " ""mil 11A ftc'Qo i 7,3757 $58. REINSPECTION F E REQUIR ( Prior to inspection, fee must be pai 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Projectim rite e r - bat 1 Type of fns ctio P w 11vir -o . Address: 117d9 � { s Date Called: it 1 Special Instructions: 1 St 411 • Carl 3D 0)4- .� ,or To r InSprchurl Date Wanted: /07 09/07 a.m: Request n Phone No: ,7q53- a66 -6ys9 Ltd M 1' INSPECTION RECORD; Retain a co y frith permit INSPECTION NO. i CITY OF TUKWILA BU WING DIVISION 6300 Southcenter Blvd., #100, T kwila, WA 98188 • PERMIT NO. (206)431 -3670 El Approved per applicable codes. [3 Corrections required prior to approval. COMMENTS: 1(i4J6? w � � g.tnZ, t4% r Inspector: Cfra 'tine ,kj ci/o) I S6B.o0 REINSPEC11ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: (Date: Proje #,tie( /Imes , 1 Type of In pecti k t) i-r nliA Address: 1 y7 0 / S Ave S Date Called: li /do - 7 Special Instructions: c od Lei/) .30,3 • T Y,I)1 13 i/ISpet Date Wanted: a.m Request !hone No: .25 0 266 -.s9 LA 517 9G5 �hn INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Y COMMENTS: rl J)4/s7 fl AA J �r(S� >7 r(A - QJJ it /047 si1JiGIrA wTt. fret, adi cat' Js Inspector: rate: um)? f 07 008.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Prof fixer —A 1 Type ofInspe on: CGtS Address: /'/709 C.5 f� ✓e 5 Date Called: h /oy /o 7 Special Instructions: pOV-r l led C 1. r b / St ' a Date Wanted: 9: 50 �o%a /o7 a.m, Re � Ccn'�zer- Phone Phone No: mss - 2 -( ?39 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit COMMENTS: l (-- /c7 �)Kc w (. cvt.�(�r ct ii i 15 `x �� /= 12) /(c,� aay PERMIT NO. El Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat( the schedule reinspection. 'Receipt No.: 'Date: Project I t2C Y c r l Type of Inspection: tit - eiY4 Address: JY7O9 S Ave S Date Cal ed: (n4V /o7 Special nstructions: U / m�� j,ss'� /c T oo 1 (ad .JU in',? ' f)r' d r tv i✓ Date Wanted: 09/17/07 i Requester: � . f Phone No: r ;53 -„7t 4 -623 1 l.) ❑ Approved 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)431.3670 Corrections required prior to approval. COMMENTS: G „ t l c"" I feSStyA ant/et-tin y Sec 5 It. C Inspector: (Date: ;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: P t: f2e/I4 MPS -1 -etl Type of Inspection: Cvme Address — lit 7047 d6 iktg 3 Date Called: 09/07/o9 Date Wanted: /� o! //O/O a.m Special Instructions: P.m. ester: In �t ze✓ t plc:, P one No: 033 .74 695'`! wry INSPECTION RECORD Retain a copy with permit Daring INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Approved per applicable codes. _ Corrections required prior to approval. COMMENTS: 9( l &t( Inspector: PM I Date: gll2/07 $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: Pro ltt Type of Inspection: Address:3 Date Called: ` o '7 2./ 151°7 Special Instructions: LOT ' Date Wanted: a.m. ?I l GA P.m. Requ�ee ter: L / , - f I-ll l3,a An P one INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dkr -b y PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. t N so El Corrections required prior to approval. COMMENTS: ?(14,07 cad us. -- rt /J.& 4,1 Atm^ I {D TR P, T i • �'1AmAP eiK r Inspector: Date: a( It, /di ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 'Date: PrQj; ct� ci r Type of Inspection: S 5 ) Add ess: ii cb Date Called: Special Instructions: Date Wanted: a.m. _ WiS — J - 2 p.m. Requester: /i - ( ' ! ,�' �`!�, -/ jJ ,f'b /P/^ Phone No: INSPECTION NO. INSPECTION .RECORD Retain a copy with permit 0 5A-1117 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D Approved per applicable codes. Corrections required prior to approval. COMMENTS: 2 15 07 555 .a t-0 A nz x Gtr. t9-et n tz: Inspector: Date: ?/r 57t7 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: tV % *z& R.. ICI ► Type of Inspection: lo„rns?out SSbw' Address: 141-01 5. AIX S Date Called: 9'l ?jo3 Special Instructions: Date Wanted: ;1-10"} CID. p.m. Requester: Phone No: Ei Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ate PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. COMMENTS: 21 I ? 7 p. S. 7v1 k,tewe t p yA k An r oloi 1).K . $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: p;7-Lc4 gem God- 1 Type of : 19�r�spectio 9�cs,°cietirfe..l fie_ fne.-1 Address: ly -7 1 Suite #: 5 . 4V. Contact Person: Don 0 Co n n 0A. Special Instructions: Phone No.: 0 2 s3 - 24C— 6 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 (✓ Approved per applicable codes. Inspector: SW 5 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Coo - 28 PERMIT NUMBERS n Corrections required prior to approval. COMMENTS: Q —ne -m c._ seer - c/'..t3 o/cC g Gr {h ✓ cc.G -i s Date: �� G 7 Hrs.: / $80.00 REINSPECTION FEE REQUIRED: You will receive an invoice from ity of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record - Form.Doc 1/13/06 T.F.D. Form F.P. 113 ' ro SCALE 6 Z Tw= m r a I I by I dot. I s • ( 6 \ DEPRESSED CURB /DRIVE WAY SECTION j- y NOT TO SCALE TOP OF CURB AT DRIVEWAY 5% 1s PILE cony Perrnt: Lateral Load Analysis for: Designs Unlimited Plan 21035/A/2 King County Default ■I �I XPIRES 03 -16 -0 Seismic Design Data (Equivalent Force) Importance Factor 5s and Sd Site Class Shc SDs Seismic Design Category Force resisting System Design Base Shear Cs R 1.0 .84, 1.50 D 0.56,1 AO D WS!' Shear Walls 6.7`x, 6.6 0110 (ASP) 6.5 (055) BUILD Wind Data (Simplified Method, lO psf min controls design) Exposure Wind Speed Snow Load ' 85 mph (3 sec) 25 pet May 21, 2006 Mil 35473 L Per 2003 IX using Qlat v 4.0 RECEIVED CITY OFTUKWILP SEP 112006 pa PERMIT CENTER REVIEWED FOR CODE COMPLIANCE . fPOPAVED DEC 1 S 2006 Of Tukwila NG DIVISTON This lateral design has been personally reviewed by me and it i5 in full compliance with the 2003 International Building Code. INCOMPLETE LTR #_I_ Y B 12.0 C 32.0 Walls Holddowns Struts 1 Story : 1 •1 1 09-21-2006 21O3SA2 2 40.0 3 52.0 C 7q/16" Wod Structur L Panel w/ 1Od Box C Gr III Sp 3 C S } meson o Strong -Tie Hlo[down] C Cr III S e cies C Sampson Cnnctr ] x- Exceeds maximum table value Y 4 A C 32.0 1 Halls Holddowns Struts 1 1 Story : 2 1 05 -21 -2006 21O3SA2 2 40.0 C 7/16" Wood Structural Panel w/ 1Od Box C Gr III Species C Simpson Strong -Tie Holdown3 Gr III Species C Simpson Cnnctr ] x- Exceeds maximum table value CWA CONSULTANTS, P.S. STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 8675 E. Caraway Road, Port Orchard, WA tyy 5 mot CS '! t&)4U 401. Pttes4 fl* 4&td - 366 ( }60) 87I -5'3 FAX: (36Q)$7l56�} F��W cwa@verizon.net e -g$ `/ EJ(C$' 4 Avp '1VP W , 66" FOC. e / 664-• Map t2 APD 1 tzlz, w y t tEXPIRES 03 -16- 2M winicAt. v • 44 4 e. 0 r1:aNr t... Cel rn') uo05 Fern 1 2 -44 eor 2 � _ 4`c, A rs+4edgerE -if . cakt.t e • [ Gr III Species ] — [ Shear Wall Notes ] GENERAL NOTES (apply to all shear walls) a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along intermediate framing members. b) Block all panel edges with minimum 2x (51mm) blocking. c) Apply nailing to all studs, top and bottom plates and blocking. d) Framing to be a maximum of 16 in (610mm) oc. e) Fasteners shall be driven flush with surface of sheathing. f) Provide solid blocking under the shear walls at the diaphragms to accommodate the bottom plate attachment. SPECIAL NOTES FOR SHEAR WALLS (apply to walls specifically noted) 1) APA Rated Sheathing EXP1 /EXP2 /EXT or C -C /C -D /Struct II Plywood. 2) Provide 3x's (76mm) at adjoining panel edges w /nails staggered. 3) Walls >0.60 klf use a minimum of a 3x sill. For walls between 0.35 and 0.60 anchor bolt spacing has been decreased by 1/2 (use 2x). 4) Provide minimum 2 -2x blocking or joists beneath bottom plate with bottom plate nails staggered. 5) For shear walls 5, 6 and 7 panel joints shall be offset to fall on different framing members or framing shall be 3" nominal or thicker, and nails on each side shall be staggered. L Aaseai vva.is ouaacuu.c [ 7/16" Wood Structural a Panel w/ 10d Box] Shear Wall Edge Anchor Bottom Rim /Blk to Allow SW Sheathing Nailing Bolts Plate Top plate Shea s # (Thick (side)] (in oc) (in oc) (in oc) (in oc) (KM 7/16" OSB(1) 10d @ 6 5/8" @ 64 16d @ 7 A35 @16 w /12 -8d 0.2 mm In in In II I I I r1r-lrl r1 1-1 Hri 7/16" OSB(1) 10d @ 4 5/8" @ 32 16d @ 5 A35@16 w/12-8d 0.3 7/16" OSB(1) 10d @ 3 5/8" @ 16 16d @ 4 A35 @12 w /12 -8d 0.4 7/16" OSB(1) 10d @ 2 5/8" @ 12 16d @ 3 A35@ 9 w /12 -8d 0.60 7/16" 0813(2) 10d @ 4 5 /8" @ 24 2 -16d @ 5 2- A35 015 w12 -8d 0.70 7/16" OSB(2) l0d @ 3 5/8" @ 24 2 -16d @ 4 2- A35 @12 w12 -8d 0.90 7/16" OSB(2) l0d @ 2 5/8" @ 16 2 -16d @ 3 2 -A35@ 9 w12 -8d 1.20 • [ Gr III Species ] — [ Shear Wall Notes ] GENERAL NOTES (apply to all shear walls) a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along intermediate framing members. b) Block all panel edges with minimum 2x (51mm) blocking. c) Apply nailing to all studs, top and bottom plates and blocking. d) Framing to be a maximum of 16 in (610mm) oc. e) Fasteners shall be driven flush with surface of sheathing. f) Provide solid blocking under the shear walls at the diaphragms to accommodate the bottom plate attachment. SPECIAL NOTES FOR SHEAR WALLS (apply to walls specifically noted) 1) APA Rated Sheathing EXP1 /EXP2 /EXT or C -C /C -D /Struct II Plywood. 2) Provide 3x's (76mm) at adjoining panel edges w /nails staggered. 3) Walls >0.60 klf use a minimum of a 3x sill. For walls between 0.35 and 0.60 anchor bolt spacing has been decreased by 1/2 (use 2x). 4) Provide minimum 2 -2x blocking or joists beneath bottom plate with bottom plate nails staggered. 5) For shear walls 5, 6 and 7 panel joints shall be offset to fall on different framing members or framing shall be 3" nominal or thicker, and nails on each side shall be staggered. - nol.uuWL1 OCLJCUUIC Simpson Strong [ Simpson 2006 J I VL -Tie Holdown] Catalog ] 111 bpecJCs J Foundation Level HD Type Stud Fastner Anchor Cap Detail # Type to Stud Bolt Kips Number ri N Or/ win rwm t STHD8 (2)2x (24) 16d - -- 2.37 STHD10 (2)2x (28) 16d - -- 3.73 STHD14 (2)2x (38) 16d - -- 5.03 PHD6 (2)2x (18)5DS3 7/8 "0 5.48 HD8A 4x (3)7/8 "0 7/8 "0 6.35 HDU8 4x (20)SDS2 7/8 "0 7.18 HDC10 /22 4x (24)5052 7/8 "0 8.43 HDUll 4x (30)SD52 1" 0 9.70 HD15 6x (5) 1" 0 1 -1/4 "0 13.80 - L fUlUVWi1 DC11Cuusc [ Simpson Strong -Tie [ Simpson 2003 Catalog ] L 17L Holdown ] ] 111 D 1JCCSCb ] Other Levels HD Type Stud Fastener Tie Cap Detail # Type to Stud Rod Kips Number ri N Or/ win rwm t CS18(36 ") 2x (18)10d - -- 1.27 (2)CS20(36 ") (2)2x (18) 8d ea - -- 2.01 (2)C518(36 ") (2)2x (18)10d ea - -- 2.54 (2)CS16(48 ") (2)2x (28) 8d ea - -- 3.30 MST72 3x (56)16d ea - -- 5.80 2)MST48 (2)3x (42)16d ea - -- 7.63 2)MST60 (2)3x (46)16d ea - -- 8.92 2)MST72 (2)3x (56)16d ea - -- 11.60 HD15 6x (5) 1 "0 5/4 "0 15.30 [ Holddown Notes ] GENERAL NOTES a) Minimum concrete compresive strength to be 2.5 ksi (17.2 MPa). b) Refer to manufacturers' catalogs for minimum distance to foundation corner. c) Refer to manufacturers' catalogs for minimum backing member size. d) Refer to manufacturers' catalogs for anchor bolt embedment depth. e) Posts at holddown: 2x & 4x (38mm x and 89mm x) - -- #2 or better 6x ( 140mm x ) - -- #1 or better f) The anchor type holddowns at other levels shall have a pair, one above and one below, tied by a threaded rod. g) Use STHDBRJ for STHD8, STHD1ORJ for STHD10, and STHD14RJ for STHD14 where rim joists are installed. i) The stud fastener for STHD's shall be 16d sinkers. j) Minimum stem wall to be 6" wide for 1 -story buildings, 8" wide for buildings having 2 or more stories — L Ludy bLLUL [ Simpson Cnnctr [ Simpson 1996 a%aLeuuJe J L1/471.. ) Catalog l /1.1 oycclCS] DS Conn Drag Fastner Thru Ca) Note # Type Strut to Cnnctr Rod Kips . 24 " -CS16 DEL TOP PL (22) -l0d -- 1.1 rl rl Nrlri NNNN (2)24 " -CS16 DBL TOP PL (22) -10d ea -- 3.: (3)24 " -CS16 4x 6 (22) -10d ea -- 4.9 155 "- CMST14 4x 6 (88) -10d -- 6.' W 202 "- CMST12 4x 6 (118) -10d -- 9.64 (2) -HD14A 4x 6 ea (4)- 1" 0 1" 0 11.08 (2) -HD15 6x10 ea (5)- 1" 0 1 -1/4 "0 15.30 (4) -HD10A 6x10 ea (4) -7/8 "0 7 /8 "0 19.80 (4) -HD15 6x10 ea (5)- 1" ¢ 1 -1 /4 "¢ 30.61 [ Drag Strut Notes ) • GENERAL NOTES (apply to all drag struts) a) Each listed drag strut is the minimum size for the design drag force and may be replaced by members with larger cross sections. b) Double top plates to be graded Standard or better (Ft critical). c) 4x and 6x members to be graded No.2 or better (Ft critical). SPECIAL NOTES FOR DRAG STRUTS (where specifically noted) 1) The length of the metal strap is the total nailing length, one half applies within shear wall, the other half beyond shear wall on the drag strut. The number of nails to metal strap connector is the total number of nails required, one half applies within shear wall, the other half beyond shear wall on the drag strut. 2) The anchor tie shall have a pair, one applies within shear wall, the other beyond shear wall on the drag strut. Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to Y axis Story Line Wall H/W AdjSeis AdjWd SW LtHD RtHD 2 1 1 0.4 0.066 0.090 1 2 2 1 0.3 0.039 0.054 1 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 1 1 1 0.3 0.067 0.100 1 1 2 1 0.8 0.181 0.282 2 1 2 1 3 2 0.5 0.009 0.021 1 * Exceeds table capacity SW selection based on file: W7HF10BW.TBL - None required HD selection based on file: HCWA.TBL OCWA.TBL For SW Selection Seismic Value For SW Selection Wind Adjusted per FN a Table 2305.3.3 Value Adjusted per 2306.4.1 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to X axis Story Line Wall H/W AdjSeis AdjWd SW LtHD RtHD 2 A 1 2.7 0.126 0.091 1 1 1 2 A 2 2.0 0.094 0.091 1 1 1 2 A 3 2.7 0.126 0.091 1 1 1 2 A 4 3.2 0.151 0.091 1 1 1 2 C 1 3.0 0.131 0.085 1 1 1 2 C 2 3.0 0.131 0.085 1 1 1 2 C 3 2.0 0.088 0.085 1 2 C 4 2.0 0.088 0.085 1 1 A 1 1.3 0.072 0.076 1 1 1 1 A 2 0.7 0.072 0.076 1 1 - 1 B 1 0.3 0.024 0.032 1 - - 1 C 1 2.3 0.128 0.119 1 1 1 1 C 2 2.3 0.128 0.119 1 1 1 1 C 3 1.3 0.114 0.119 1 1 1 * Exceeds table capacity SW selection based on file: W7HF1OBW.TBL - None required HD selection based on file: HCWA.TBL OCWA.TBL For SW Selection Seismic Value For SW Selection Wind Adjusted per FN a Table 2305.3.3 Value Adjusted per 2306.4.1 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 Ht (ft) 8.0 - 8.0 - SUMMARY SHEET SEISMIC DATA: ManuallBC BSF Y -Axis = 0.110 BSF X -Axis = 0.110 Snow Factor = 0.250 WIND DATA: ManualIBC Wind Exposure Wind Speed Structure Imp Factor Story 2 Story 1 = B = 85 = Encl /Unencl = 1.00 Load Summary II to Y WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 of 5 I I to X Level (K) DL Seis Wind DL Seis Wind 2 - 16.0 2.5 4.8 15.4 2.4 3.2 1 - 23.5 1.8 4.7 20.3 1.6 2.9 Base Total 4.3 9.5 3.9 6.1 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 INPUT DATA - Walls WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 2 of 5 Calc Plot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL Span width Span (ft) (ft) (ft) (ft) (ft) (ft) (Ksf) (ft) (ft) (ft) WALLS Parallel to Y -Axis X X Y Story 2 Line 1 Wall 1 0.0 0.0 0.0 8.0 19.0 19.0 0.015 0.0 2.0 0.0 Line 2 Wall 1 40.0 40.0 0.0 8.0 32.0 32.0 0.015 0.0 2.0 0.0 Story 1 Line 1 Wall 1 0.0 0.0 0.0 9.0 30.0 30.0 0.015 0.0 8.0 0.0 Line 2 Wall 1 40.0 40.0 0.0 9.0 12.0 12.0 0.015 0.0 8.0 0.0 Line 3 Wall 2 52.0 52.0 12.0 9.0 18.0 18.0 0.015 0.0 8.0 0.0 WALLS Parallel to X -Axis Y Y X Story 2 Line A Wall 1 0.0 0.0 0.0 8.0 3.0 3.0 0.015 0.0 18.0 0.0 Wall 2 0.0 0.0 9.0 8.0 4.0 4.0 0.015 0.0 18.0 0.0 Wall 3 0.0 0.0 17.0 8.0 3.0 3.0 0.015 0.0 18.0 0.0 Wall 4 0.0 0.0 37.5 8.0 2.5 2.5 0.015 0.0 18.0 0.0 Line C Wall 1 32.0 32.0 0.0 8.0 2.7 2.7 0.015 0.0 18.0 0.0 Wall 2 32.0 32.0 11.0 8.0 2.7 2.7 0.015 0.0 18.0 0.0 Wall 3 32.0 32.0 20.0 8.0 4.0 4.0 0.015 0.0 18.0 0.0 Wall 4 32.0 32.0 36.0 8.0 4.0 4.0 0.015 0.0 18.0 0.0 Story 1 Line A Wall 1 0.0 0.0 9.0 9.0 7.0 7.0 0.015 0.0 10.0 0.0 Wall 2 0.0 0.0 18.0 9.0 13.0 13.0 0.015 0.0 10.0 0.0 Line B Wall 1 12.0 12.0 20.0 9.0 32.0 32.0 0.015 0.0 10.0 0.0 Line C Wall 1 32.0 32.0 0.0 9.0 4.0 4.0 0.015 0.0 10.0 0.0 Wall 2 32.0 32.0 9.0 9.0 4.0 4.0 0.015 0.0 10.0 0.0 Wall 3 32.0 29.0 13.0 9.0 7.0 7.0 0.015 0.0 10.0 0.0 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 LINES Parallel to Y -Axis WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 3 of 5 INPUT DATA - Diaphragms Build Dead Part Live Start Cant Ext Wind Wind Dimen Load Load Load Dia Dia Wall Load Uplift (ft) (Ksf) (Ksf) (Ksf) (ft) (Ksf) (klf) (ksf) Roof Level Lines 1 2 32.0 0.010 0.000 0.000 0.0 0.010 0.120 0.008 Level 1 Lines 1 2 32.0 0.010 0.000 0.000 0.0 0.010 0.090 0.000 Lines 2 3 20.0 0.010 0.000 0.000 12.0 0.010 0.090 0.000 LINES Parallel to X -Axis Roof Level Lines A C 40.0 0.010 0.000 0.000 0.0 0.010 0.100 0.008 Level 1 Lines A B 40.0 0.010 0.000 0.000 0.0 0.010 0.090 0.000 Lines B C 52.0 0.010 0.000 0.000 0.0 0.010 0.090 0.000 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 OUTPUT DATA - Shear Walls and Holddown Forces WALLS Parallel to Y -Axis Story 2 Ln 1 Wall 1 Ln 2 Wall 1 Story 1 Ln 1 Wall 1 Ln 2 Wall 1 Ln 3 Wall 2 Line Shear Wall Shear H Drag Force Holddowns CSeis Wind CSeis Wind - -- Lt Rt Left Rght (k) (k) (klf)# (klf) ## W (K) (K) (K) (K) Redundancy Factor 1.00 1.3 2.4 0.066 0.126 0.4 0.0 1.0 1.3 2.4 0.039 0.075 0.3 0.0 0.0 Redundancy Factor 1.00 2.0 4.2 0.067 0.140 0.3 0.0 0.0 2.2 4.7 0.181 0.395 0.8 0.0 1.7 1.9 2.6 0.2 0.5 0.009 0.030 0.5 0.0 0.0 WALLS Parallel to X -Axis Story 2 Redundancy Factor 1.00 Ln A 1.2 1.6 Wall 1 0.094 0.128 2.7* 0.0 0.3 0.8 0.8 Wall 2 0.094 0.128 2.0 0.0 0.4 0.8 0.8 Wall 3 0.094 0.128 2.7* 0.2 0.5 0.8 0.8 Wall 4 0.094 0.128 3.2* 0.2 0.0 0.8 0.8 Ln C 1.2 1.6 Wall 1 0.088 0.119 3.0* 0.0 0.2 0.8 0.8 Wall 2 0.088 0.119 3.0* 0.0 0.0 0.8 0.8 Wall 3 0.088 0.119 2.0 0.0 0.0 Wall 4 0.088 0.119 2.0 0.3 0.0 Story 1 Redundancy Factor 1.00 Ln A 1.4 2.1 Wall 1 0.072 0.107 1.3 0.0 0.0 1.2 0.8 Wall 2 0.072 0.107 0.7 0.0 0.0 0.8 -- Ln B 0.8 1.4 Wall 1 0.024 0.045 0.3 0.6 0.0 Ln C 1.7 2.5 Wall 1 0.114 0.167 2.3* 0.0 0.0 2.0 1.7 Wall 2 0.114 0.167 2.3* 0.0 0.3 1.5 2.1 Wall 3 0.114 0.167 1.3 0.3 0.6 0.9 0.9 S- Support required beneath holddown # For SW Selection Adjust Seismic Value per FN a Table 2305.3.3 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 4 of 5 M- Manaul input of holddown # #For SW Selection Adjust Wind Value per 2306.4.1 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 LINES Parallel to Y -Axis WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 5 of 5 OUTPUT DATA - Diaphragms and Chord Forces H Dia Load Seismic Shear Wind Shear Chord Force - -- Seismic Wind Left Right Left Right Max at W (Kips) (Kips) (Klf) (Klf) (Klf) (Klf) (Kip).xxL Roof Level Lines 1 2 1.3 2.51 4.80 0.04 -0.04 0.08 -0.08 0.7 .50 Level 1 Lines 1 2 1.3 1.50 3.60 0.02 -0.02 0.06 -0.06 0.6 .50 Lines 2 3 0.6 0.34 1.08 0.01 -0.01 0.03 -0.03 0.1 .50 LINES Parallel to X -Axis Roof Level Lines A C 0.8 2.36 3.20 0.03 -0.03 0.04 -0.04 0.3 .50 Level 1 Lines A B 0.3 0.52 1.08 0.01 -0.01 0.01 -0.01 0.0 .50 Lines B C 0.4 1.05 1.80 0.01 -0.01 0.02 -0.02 0.1 .50 Designs Unlimited Time : 09:03:47 Date : 05 -15 -2006 WALLS Parallel to Y -Axis Story 2 Line 1 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line 2 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line 1 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line 2 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line 3 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . = == * * * * * * * * ** Detailed Calculations * * * * * * * * ** Wall i Height 8.0 SW Len Seismic 1.253 11.026 0.020 LT 0.000 RT 0.000 LT -0.580 RT -0.580 LT 21.479 RT 21.479 LT -0.550 RT -0.550 Seismic 2.174 20.364 0.080 LT 0.000 RT 0.000 LT -1.697 RT -1.697 LT 13.158 RT 13.158 LT 0.601 RT 0.601 Seismic 0.169 2.725 0.080 LT 0.000 RT 0.000 LT -0.151 RT -0.151 LT 29.605 RT 29.605 LT -1.493 RT -1.493 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 19.0 HD Len 19.0 Wt 0.015 Wind 2.400 19.200 0.004 LT 0.000 RT 0.000 LT -1.011 RT -1.011 LT 14.996 RT 14.996 LT 0.221 RT 0.221 Wall 1 Height 8.0 SW Len 32.0 HD Len 32.0 Wt 0.015 Seismic Wind 1.253 2.400 11.712 19.200 0.020 0.004 LT 0.000 RT 0.000 LT 0.000 RT 0.000 LT -0.366 RT -0.366 LT -0.600 RT -0.600 LT 60.928 RT 60.928 LT 42.537 RT 42.537 LT -1.538 RT -1.538 LT -0.729 RT -0.729 Wall 1 Height 9.0 SW Len 30.0 HD Len 30.0 Wt 0.015 Seismic Wind 2.004 4.200 20.045 37.800 0.080 0.080 LT 0.000 RT 0.000 LT 0.000 RT 0.000 LT -0.668 RT -0.668 LT -1.260 RT -1.260 LT 82.238 RT 82.238 LT 64.823 RT 64.823 LT -2.073 RT -2.073 LT -0.901 RT -0.901 Wall 1 Height 9.0 SW Len 12.0 HD Len 12.0 Wt 0.015 Wind 4.740 42.660 0.080 LT 0.000 RT 0.000 LT -3.555 RT -3.555 LT 10.372 RT 10.372 LT 2.691 RT 2.691 Wall 2 Height 9.0 SW Len 18.0 HD Len 18.0 Wt 0.015 Wind 0.540 4.860 0.080 LT 0.000 RT 0.000 LT -0.270 RT -0.270 LT 23.336 RT 23.336 LT -1.026 RT -1.026 Designs Unlimited Time : 09:03:47 Date : 05 -15 -2006 WALLS Parallel to X -Axis Story 2 Line A Wall 1 Height 8.0 SW Len Seismic Wall Force: 0.283 OTM 2.426 Uniform DL: Header DL : Max Down . Res Moment: Holddown .. Story 2 Line A Wall 2 Height 8.0 SW Len Seismic Wall Force: 0.378 OTM 3.235 Uniform DL: 0.180 Header DL : LT 0.000 RT 0.000 Max Down LT -0.809 RT -0.809 Res Moment: LT 2.040 RT 2.040 Holddown LT 0.299 RT 0.299 Story 2 Line A Wall 3 Height 8.0 SW Len Seismic Wall Force: 0.283 OTM 2.426 Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line A Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . 0.180 LT 0.000 RT 0.000 LT -0.809 RT -0.809 LT 1.148 RT 1.148 LT 0.426 RT 0.426 0.180 LT 0.000 RT 0.000 LT -0.809 RT -0.809 LT 1.148 RT 1.148 LT 0.426 RT 0.426 Wall 4 Height 8.0 SW Len Seismic 0.236 2.022 0.180 LT 0.000 RT 0.000 LT -0.809 RT -0.809 LT 0.797 RT 0.797 LT 0.490 RT 0.490 Wall 1 Height 8.0 SW Len Seismic 0.238 2.046 0.180 LT 0.000 RT 0.000 LT -0.758 RT -0.758 LT 0.929 RT 0.929 LT 0.414 RT 0.414 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 2 3.0 HD Len 3.0 Wt 0.015 Wind 0.384 3.072 0.036 LT 0.000 RT 0.000 LT -1.024 RT -1.024 LT 0.470 RT 0.470 LT 0.867 RT 0.867 4.0 HD Len 4.0 Wt 0.015 Wind 0.512 4.096 0.036 LT 0.000 RT 0.000 LT -1.024 RT -1.024 LT 0.836 RT 0.836 LT 0.815 RT 0.815 3.0 HD Len 3.0 Wt 0.015 Wind 0.384 3.072 0.036 LT 0.000 RT 0.000 LT -1.024 RT -1.024 LT 0.470 RT 0.470 LT 0.867 RT 0.867 2.5 HD Len 2.5 Wt 0.015 wind 0.320 2.560 0.036 LT 0.000 RT 0.000 LT -1.024 RT -1.024 LT 0.327 RT 0.327 LT 0.893 RT 0.893 2.7 HD Len 2.7 Wt 0.015 Wind 0.322 2.579 0.036 LT 0.000 RT 0.000 LT -0.955 RT -0.955 LT 0.381 RT 0.381 LT 0.814 RT 0.814 Designs Unlimited Time : 09:03:47 Date : 05 -15 -2006 WALLS Parallel to X -Axis Story 2 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line A Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line A Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 2 Height Seismic 0.238 2.046 0.180 LT 0.000 RT LT -0.758 RT LT 0.929 RT LT 0.414 RT Wall 3 Height Seismic 0.353 3.032 0.180 LT 0.000 RT LT -0.758 RT LT 2.040 RT LT 0.248 RT Wall 4 Height Seismic 0.353 3.032 0.180 LT 0.000 RT LT -0.758 RT LT 2.040 RT LT 0.248 RT wall 1 Height Seismic 0.504 5.002 0.100 LT 0.000 RT LT -0.715 RT LT 4.894 RT LT 0.015 RT Wall 2 Height Seismic 0.936 9.290 0.100 LT 0.000 RT LT -0.715 RT LT 16.879 RT LT -0.584 RT WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 3 8.0 SW Len 2.7 HD Len 2.7 Wt 0.015 Wind 0.322 2.579 0.036 0.000 LT 0.000 RT 0.000 - 0.758 LT -0.955 RT -0.955 0.929 LT 0.381 RT 0.381 0.414 LT 0.814 RT 0.814 8.0 SW Len 4.0 HD Len 4.0 Wt 0.015 Wind 0.478 3.821 0.036 0.000 LT 0.000 RT 0.000 -0.758 LT -0.955 RT -0.955 2.040 LT 0.836 RT 0.836 0.248 LT 0.746 RT 0.746 8.0 SW Len 4.0 HD Len 4.0 Wt 0.015 Wind 0.478 3.821 0.036 0.000 LT 0.000 RT 0.000 - 0.758 LT -0.955 RT -0.955 2.040 LT 0.836 RT 0.836 0.248 LT 0.746 RT 0.746 9.0 SW Len 7.0 HD Len 7.0 Wt 0.015 Wind 0.749 6.741 0.100 0.000 LT 0.000 RT 0.000 -0.715 LT -0.963 RT -0.963 4.894 LT 3.858 RT 3.858 0.015 LT 0.412 RT 0.412 9.0 SW Len 13.0 HD Len 13.0 Wt 0.015 Wind 1.391 12.519 0.100 0.000 LT 0.000 RT 0.000 -0.715 LT -0.963 RT -0.963 16.879 LT 13.305 RT 13.305 - 0.584 LT -0.060 RT -0.060 Designs Unlimited Time : 09:03:47 Date : 05 -15 -2006 WALLS Parallel to X -Axis Story 1 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 1 Height Seismic 0.454 4.357 0.100 LT 0.000 RT LT -1.089 RT LT 1.598 RT LT 0.690 RT Story 1 Line B Wall 1 Height Seismic Wall Force: 0.781 OTM 9.170 Uniform DL: 0.100 Header DL : LT 0.000 RT 0.000 Max Down LT -0.287 RT -0.287 Res Moment: LT 102.272 RT 102.272 Holddown LT -2.909 RT -2.909 Wall 2 Height 9.0 SW Len Seismic 0.454 4.357 0.100 LT 0.000 RT 0.000 LT -1.089 RT -1.089 LT 1.598 RT 1.598 LT 0.690 RT 0.690 Wall 3 Height 9.0 SW Len Seismic 0.795 7.625 0.100 LT 0.000 RT 0.000 LT -1.089 RT -1.089 LT 4.894 RT 4.894 LT 0.390 RT 0.390 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 4 9.0 SW Len 32.0 HD Len 32.0 Wt 0.015 Wind 1.440 12.960 0.100 LT 0.000 RT 0.000 LT -0.405 RT -0.405 LT 80.614 RT 80.614 LT -2.114 RT -2.114 9.0 SW Len 4.0 HD Len 4.0 Wt 0.015 Wind 0.667 6.000 0.100 0.000 LT 0.000 RT 0.000 -1.089 LT -1.500 RT -1.500 1.598 LT 1.260 RT 1.260 0.690 LT 1.185 RT 1.185 4.0 HD Len 4.0 Wt 0.015 Wind 0.667 6.000 0.100 LT 0.000 LT -1.500 LT 1.260 LT 1.185 RT RT RT RT 0.000 -1.500 1.260 1.185 7.0 HD Len 7.0 Wt 0.015 wind 1.167 10.500 0.100 LT 0.000 RT 0.000 LT -1.500 RT -1.500 LT 3.858 RT 3.858 LT 0.949 RT 0.949 Designs Unlimited Time : 09:03:54 Date : 05 -15 -2006 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to Y axis Story Line Wall LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD ft ft K K 2 1 1 0.00 0.00 0.00 0.22 1 2 1 40.00 0.00 0.00 1.96 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 Designs Unlimited Time : 09:03:54 Date : 05 -15 -2006 == WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 2 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to Y axis RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD Story Line Wall ft ft K K 2 1 1 0.00 19.00 0.00 0.22 Designs Unlimited Time : 09:03:54 Date : 05 -15 -2006 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to X axis Story Line Wall LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD ft ft K K 2 A 2 9.00 0.00 0.30 0.81 1 A 1 9.00 0.00 0.31 1.23 2 A 3 17.00 0.00 0.43 0.87 1 A 2 18.00 0.00 0.00 0.87 2 C 1 0.00 32.00 0.41 0.81 1 C 1 0.00 32.00 1.10 2.00 2 C 2 11.00 32.00 0.41 0.81 1 C 2 9.00 32.00 0.90 1.59 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 3 Designs Unlimited Time : 09:03:54 Date : 05 -15 -2006 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to X axis RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD Story Line Wall ft ft K K 2 A 2 13.00 0.00 0.30 0.81 1 A 1 16.00 0.00 0.19 0.88 2 A 3 20.00 0.00 0.43 0.87 1 A 2 31.00 0.00 0.00 0.07 2 C 1 2.70 32.00 0.41 0.81 1 C 1 4.00 32.00 0.97 1.73 2 C 2 13.70 32.00 0.41 0.81 1 C 2 13.00 32.00 1.18 2.14 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 4 • DESIGNS UNLIMITED STOCK PLANS • CUSTOM D E S I G N Gravity Load Analysis PLAN 2103S/A/2 Beam Calculations using Beam Chek 2.4 Software and/or TJBeam 6.16 Software 2001 NDS 4/11/2006 19613.81st Ave S • Suite F • Kent, WA 98032 • (253) 872 -2580 • Fax: (253) 872 -3649 • Vielaeit®FPk4P11 Vi9nt11ldH • PLAN 21035/A/2 DINING ROOM Selection Conditions Data A ributes - Actual Critical Status Ratio Values Adjustments Loads R1 = 1164 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area BEAM -1 Prepared by: TD 4x10 HF #2 Lu = 0.0 Ft R1= 2.9 in R2= 2.9 in DL Defl Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.0 ft Reaction 1 LL 714 # Reaction 2 LL 7.87 # Reaction 1 TL 1164 # Reaction 2 TL 47 # Maximum V 1164 # 1745 Max V (Reduced) 865 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 714 # 1164 # Section (in') Shear (in TL Defl (in) Fb (psi) Uniform LL: 238 Fv (psi) LL Defl 0.01 in 49.91 20.53 OK 41% 32.38 8.65 OK 27% 0.04 0.30 OK 13% 0.02 0.20 OK 12% E (psi x mil) Base Values 850 Base Adjusted 1020 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 380 = A Uniform Load A SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 R2 = 1164 Fc I (psi) PLAN 2103S/Al2 KITCHEN Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 769 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 6 HF #2 Lu = 0.0 Ft NOS 2001 Min Bearing Area R1= 1.9 In' R2= 1.9 in DL Defl 0.01 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Dell LL Max Defl 4.0 ft Reaction 1 LL 476 # Reaction 2 LL 4.68 # Reaction 1 TL 769 # Reaction 2 TL 19 # Maximum V 769 # 769 '# Max V (Reduced) 593 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 476# 769 # Section (in') Shear (in TL Defl (in) BEAM -2 Prepared by: TD LL Defl Date: 4/11/06 17.65 8.35 OK 47% 19.25 5.93 OK 31% 0.04 0.20 OK 18% 0.02 0.13 OK 16% Fb (psi) Fv (psi) E (psi x mil) Fe (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 238 Uniform TL: 380 = A Uniform Load A SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. n R2 = 769 PLAN 2103S/A/2 MASTER BATH Selection Conditions Data ributes Actual Critical Status Ratio Values Adiustments Loads /\ R1=157 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area BEAM -3 Prepared by: TD 4x 4 HF #2 Lu = 0.0 Ft R1= 0.4 in R2= 0.4 in DL Dell 0.02 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Dell LL Max Defl 5.0 ft Reaction 1 LL 95 # Reaction 2 LL 2.98 # Reaction 1 TL 157 # Reaction 2 TL 15 # Maximum V 157 # 197 Max V (Reduced) 139 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 95 # 157 # Section (in') Shear (in TL Defl (in) LL Defl Date: 4/11/06 7.15 1.85 OK 26% 12.25 1.39 OK 11% 0.05 0.25 OK 22% 0.03 0.17 OK 20% Fb (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 38 Fv (psi) E (psi x mil) Uniform TL: 60 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. /\ R2 = 157 Fc L (psi) PLAN 2103S/A/2 MASTER BEDROOM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments R1 = 962 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area BEAM -4 Prepared by: TD R1= 2.4 in' R2= 2.4 in DL Dell 0.03 in Date: 4/11/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft Reaction 1 LL 595 # Reaction 2 LL 4.68 # Reaction 1 TL 962 # Reaction 2 TL 23 # Maximum V 962 # 1202 W Max V (Reduced) 785 # L/240 TL Actual Defl L/701 L / 380 LL Actual Defl L / >1000 595 # 962 # Section (in') Shear (in TL Defl (in) 17.65 13.05 OK 74% 19.25 7.85 OK 41% 0.09 0.25 OK 34% 0.05 0.17 OK 32% Fb (psi) Fv (psi) LL Defl E (psi x mil) Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 238 Uniform TL: 380 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per linear ft. R2 = 962 PLAN 21035/A/2 BEDROOM -2 BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments R1 = 228 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HE #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area BEAM -5 Prepared by: TD R1= 0.6 in R2= 0.6 in DL Defl 0.04 in Date: 4/11/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.5 ft Reaction 1 LL 138 # Reaction 2 LL 2.98 # Reaction 1 TL 228 # Reaction 2 TL 16 # Maximum V 228 # 314W Max V (Reduced) 204 # L / 240 TL Actual Defl L / 629 L / 360 LL Actual Defl L / >1000 138 # 228 # Section (in') Shear (in TL Defl (in) 7.15 2.95 OK 41% 12.25 2.04 OK 17% 0.10 0.28 OK 38% 0.06 0.18 OK 34% Fb (psi) Fv (psi) LL Defl E (psi x mil) Fc L (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 228 PLAN 2103S/A/2 BEDROOM -2 WNDW HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments toads R1 = 157 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BEAM -6 Prepared by: TO Date: 4/11/06 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.41n R2= 0.4 in DL Defl 0.02 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft Reaction 1 LL 95 # Reaction 2 LL 2.98 # Reaction 1 TL 157 # Reaction 2 TL 15 # Maximum V 157 # 197'# Max V (Reduced) 139 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 95 # 157 # Section (in') Shear (In TL Defl (in) 7.15 1.85 OK 26% 12.25 1.39 OK 11% 0.05 0.25 OK 22% 0.03 0.17 OK 20% Fb (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 38 Fv (psi) LL Defl E (psi x mil) Uniform TL: 60 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. /\ R2 = 157 Fc1(psi) PLAN 21035/A/2 BEDROOM -3 BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 =207 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.5 in R2= 0.5 in DL Defl 0.03 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft Reaction 1 LL 125 # Reaction 2 LL 2.98 # Reaction 1 TL 207 # Reaction 2 TL 15 # Maximum V 207 # 259 Max V (Reduced) 183 # L / 240 TL Actual Defl L / 837 L / 360 LL Actual Defl L / >1000 125 # 207 # Section (in Shear (in TL Defl (in) 7.15 2.44 OK 34% 12.25 1.83 OK 15% 0.07 0.25 OK 29% 0.04 0.17 OK 26% Fb (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 50 BEAM -7 Prepared by: TD Fv (psi) LL Defl E (psi x mil Uniform TL: 80 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 R2 = 207 Fc I (psi) PLAN 21035 BEDROOM -3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 157 /A/2 WNDW HDR BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area Section (in') Shear (ins) TL Defl On) Fb (psi) Uniform LL: 38 BEAM -8 Prepared by: TD 4x 4 HF #2 Lu = 0.0 Ft R1= 0.4 in R2= 0.4 in DL Defl 0.02 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft 2.98 # 15 # 197W L / 240 L / 360 Reaction 1 LL 95 # Reaction 1 TL 157 # Maximum V 157 # Max V (Reduced) 139 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 95 # 157 # 7.15 1.85 OK 26% 12.25 1.39 OK 11% 0.05 0.25 OK 22% 0.03 0.17 OK 20% Fv (psi) LL Defl E (psi x mil) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 60 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 R2 = 157 Fc I (psi) PLAN 2103S/A/2 ENTRY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1=1338 BeamChek v2005 licensed to: Designs Unlimited Reg it 8101 -1456 + 4x 8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 3.3 in R2= 3.3 in DL Defl 0.03 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.0 ft Reaction 1 LL 825 # Reaction 2 LL 6.17 # Reaction 1 TL 1338 # Reaction 2 TL 37 # Maximum V 1338 # 2008 Max V (Reduced) 1069 # L / 240 TL Actual Defl L / 801 L / 360 LL Actual Deft L / >1000 825 # 1338 # Section (in') Shear (in') TL Dell (in) Fb (psi) Uniform LL: 275 BEAM -9 Prepared by: TD Fv (psi) LL Defl E (psi x mil) Date: 4/11/06 30.66 21.80 OK 71% 25.38 10.69 OK 42% 0.09 0.30 OK 30% 0.06 0.20 OK 28% Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 440 = A Uniform Load A SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. R2=1338 PLAN 2103S/A/2 LIVING ROOM BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads /\ R1 =1072 aeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area BEAM -10 Prepared by: TD R1= 2.6 In' R2= 2.6 in DL Defl 0.04 in LL Defl Section (in') Shear (in TL Defl (in) Date: 4/11/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 7.0 ft Reaction 1 LL 658 # Reaction 2 LL 6.17 # Reaction 1 TL 1072 # Reaction 2 TL 43 # Maximum V 1072 # 1875 W Max V (Reduced) 887 # L/240 TL Actual Defl L/735 L / 360 LL Actual Defl L / >1000 658 # 1072 # 30.66 20.36 OK 66% 25.38 8.87 OK 35% 0.11 0.35 OK 33% 0.07 0 23 OK 30% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 188 Uniform TL: 300 = A Uniform Load A SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. R2=1072 PLAN 21035/N2 LIVING ROOM WNDW HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Uniform Load A R1 = 309 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area BEAM -11 Prepared by: TD . R1= 0.8 in' R2= 0.8 in' DL Dell 0.07 in Section (in') Shear (in') TL Defl (in) Fb (psi) Uniform LL: 63 Fv (psi) LL Defl E (psi x mil Uniform TL: 100 = A SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11 /06 4x 4 HF #2 Lu = 0.0 Ft Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.0 ft 2.98 # 18 # 463 '# L/ 240 L/ 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Dell LL Actual Defl 189 # 309 # 309 # 279 # L / 390 L / 638 Reaction 2 LL Reaction 2 TL 189 # 309 # 7.15 4.36 OK 61% 12.25 2.79 OK 23% 0.18 0.30 OK 61% 0.11 0.20 OK 56% R2 = 309 Fc1(psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 PLAN 21035/A/2 REC ROOM S G.D. Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 2403 BeamChek v2005 licensed to: Designs Unlimited Reg it 8101 -1456 NDS 2001 Min Bearing Area BEAM -14 Prepared by: TD 4x 10 HF #2 Lu = 0.0 Ft R1= 5.9 in R2= 5.9 in DL Defl 0.02 in Beam Span 6.0 ft Reaction 1 LL 1770 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 2403 # Reaction 2 TL Bm Wt Included 47 # Maximum V 2403 # Max Moment 3604 Max V (Reduced) 1785 # TL Max Defl L / 240 TL Actual Defl L / 927 LL Max Defl L / 360 LL Actual Defl L / >1000 1770 # 2403 # Section (in') Shear (in TL Dell (in) 49.91 42.40 OK 85% 32.38 17.85 OK 55% 0.08 0.30 OK 26% 0.06 0 20 OK 29% Fb (psi) Uniform LL: 590 Fv (psi) LL Defl E (psi x mil) Base Values 850 Base Adjusted 1020 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1 200 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 793 = A Uniform Load A SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 R2 = 2403 Fc I (psi) PLAN 2103S/A/2 BEAM AT POST ENTRY election Conditions Data Attributes Actual Critical Status Ratio lues Adjustm Loads R1 = 54 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101-1456 NDS 2001 Min Bearing Area BEAM -12 Prepared by: TD 2x4 HF #2 Lu = 0.0 Ft R1= 0.1 in R2= 0.1 in DL Defl <0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 1.75 ft 1.28 # 2# 23 '# L/240 L / 360 Reaction 1 LL 33 # Reaction 1 TL 54 # Maximum V 54 # Max V (Reduced) 36 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 33 # 54 # Section (in') Shear (in') TL Defl (in) LL Defl Date: 4/11/06 3.06 0.22 OK 7% 5.25 0.36 OK 7% 0.00 0.09 OK 2% <0.01 0.06 OK 2% Fb (psi) Fv (psi) Uniform LL: 38 E (psi x mil) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 60 = A Uniform Load A SPAN = 1.75 FT Uniform and partial uniform loads are lbs per lineal ft. R2 =54 Fe I (psi) PLAN 2103S/A/2 DECK BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads /\ R1 = 2101 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NOS 2001 Min Bearing Area BEAM -13 Prepared by: TD 6x12 HF #2 Lu = 0.0 Ft R1= 5.2 in R2= 5.2 in DL Defl 0.03 in Bean Span 11.5 ft Reaction 1 LL 1725 # Reaction 2 LL Beam Wt per ft 15.37 # Reaction 1 TL 2101 # Reaction 2 TL Bm Wt Included 177 # Maximum V 2101 # Max Moment 6040'# Max V (Reduced) 1751 # TL Max Defl L / 240 TL Actual Defl L / 737 LL Max Dell L / 360 LL Actual Dell L / 898 1725 # 2101 # Section (in Shear (in TL Defl (in) Fb (psi) Uniform LL: 300 Fv (psi) LL Defl 121.23 107.38 OK 89% 63.25 18.76 OK 30% 0.19 0.58 OK 33% 0.15 0.38 OK 40% E (psi x mil) 675 Base Values Base Adjusted 675 140 140 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 350 = A Uniform Load A SPAN = 11.5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/12/06 R2 = 2101 Fc1(psi) PLAN 2103S/A/2 LAUNDRY S ection Conditions NDS 2001 Min Bearing Area Data Attributes Actual Critical Status Ratio V ues Adjustments Loads Pt loads: i R1 = 397 4x 4 HF #2 Lu = 0.0 Ft Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 2.0 ft Reaction 1 LL 160 # Reaction 2 LL 2.98 # Reaction 1 TL 397 # Reaction 2 TL 6 # Maximum V 785 # 367 Max V (Reduced) 726 # L / 240 TL Actual Deft L / >1000 L / 360 LL Actual Defl L / >1000 160 # 785 # Section (in') Shear (In') TL Defl (in) 7.15 3.46 OK 48% 12.25 7.26 OK 59% 0.01 0.10 OK 15% <0.01 0.07 OK 5% Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 B = 776 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 R1= 1.0 in' R2= 1.9 in' DL Defl 0.01 in Fb (psi) Uniform LL: 160 1.5 BEAM -15 Prepared by: TD Fv (psi) LL Defl E (psi x mil) Uniform TL: 200 = A Uniform Load A a SPAN = 2 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 /\ R2 = 785 Fc I (psi) Point TL Distance PLAN 21035 BEDROOM -4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads / A/2 R1 = 914 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area R1= 2.3 in R2= 2.3 in DL Defl 0.03 in Section (in') Shear (in TL Defl (in) Fb (psi) Uniform LL: 240 BEAM -16 Prepared by: TD Ft( (psi) LL Defl E (psi x mil) Uniform TL: 300 = A Uniform Load A SPAN =6FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 i 4x 6 HF #2 Lu = 0.0 Ft Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Deft LL Max Defl 6.0 ft 4.68 # 28 # 1371 It L/ 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) Ti. Actual Deft LL Actual Defl 720 # 914 # 914 # 774 # L / 512 L/650 Reaction 2 LL Reaction 2 TL 720 # 914 # 17.65 14.89 OK 84% 19.25 7.74 OK 40% 0.14 0 30 OK 47% 0.11 0.20 OK 55% R2 = 914 Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 PLAN 2103S/A/2 GARAGE BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Ad ustments Loads R1 =5104 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BEAM -17 Prepared by: TD Date: 4/11/06 5 -1 /8x 19 -1/2 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 7.9 In' R2= 7.9 in DL Defl 0.07 in Suggested Camber 0.10 in Beam Span 19.0 ft Reaction 1 LL 3895 # Reaction 2 LL Beam Wt per ft 24.28 # Reaction 1 TL 5104 # Reaction 2 TL Bm Wt Included 461 # Maximum V 5104 # Max Moment 24245 Max V (Reduced) 4231 # TL Max Defl L / 240 TL Actual Defl L / 826 LL Max Defl L / 360 LL Actual Defl L / >1000 3895 # 5104 # Section (in Shear (in TL Defl (in) Fb (psi) Uniform LL: 410 Fv (psi) LL Defl 324.80 125.99 OK 39% 99.94 26.44 OK 26% 0.28 0.95 OK 29% 0.21 0.63 OK 33% E (psi x mil) Base Values 2400 Base Adjusted 2309 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 0.962 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 513 = A Uniform Load A SPAN =19 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 5104 Fc I (psi) PLAN 2103S/A/2 O.H.G.D. HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Pt loads: i R1 = 946 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3 -1 /8x 12 GLB 24F -V8 DF /DF Lu =O.OFt Lu @OH =O.OFt Overhang, Min Bearing Area Loads Uniform LL: 40 Point LL Point TL Distance B = 242 2.5 C = 484 8.0 D = 242 13.75 62 F = 180 (OH) 1.0 BEAM -18 Prepared by: TD R1= 1.5 in R2= 2.4 in DL Defl 0.17 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 16.25 ft 9.11 # 157 # 4318 L/240 L / 360 Reaction 1 LL 314 # Reaction 1 TL 946 # Maximum V 983 # Max V (Reduced) 924 # TL Actual Defl L / 812 LL Actual Defl L / >1000 Reaction 2 LL 638 # Reaction 2 TL 1532 # Overhang Length 1.0 ft Total Beam Length 17.25 ft OH TL Actual Dell L / 523 OH LL Actual Defl L / < -1000 Section (in Shear (in TL Defl (in) 75.00 21.59 OK 29% 37.50 5.77 OK 15% 0.24 0.81 OK 30% 0.07 0.54 OK 13% -0.05 0.10 OK 46% -0.01 0.07 OK 21% Fb (psi) Fv (psi) LL Defl E (psi x mil) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb CI Stability © OH 1.0000 Rb =0.00 Le =0.00 Ft Kbe =0.0 =0.00 Le @OH= O.00Ft Uniform TL: 50 = A Par Unif LL Par Unif TL 240 K = 360 (OH) Uniform Load A � K1 B 0 D LI Date: 4/11/06 OH TL Defl Fc I (psi) OH LL Defl (Uniform Ld on Backspan) Start End l 0 1.0 /\ R2 = 1532 BACKSPAN = 1625 FT OH = 1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. PLAN 2103S/A/2 BEAM UNDER STAIR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 382 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.9 in' R2= 0.9 in DL Defl <0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 3.35 ft Reaction 1 LL 302 # Reaction 2 LL 2.98 # Reaction 1 TL 382 # Reaction 2 TL 10 # Maximum V 382 # 320W Max V (Reduced) 315 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 302 # 382 # Section (in') Shear (in TL Defl (in) 7.15 3.01 OK 42% 12.25 3.15 OK 26% 0.04 0.17 OK 24% 0.03 0.11 OK 28% Fb (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 180 BEAM -19 Prepared by: TD Fv (psi) LL Defl E (psi x mil) Uniform TL: 225 = A Uniform Load A SPAN = 3.35 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 /\ R2 = 382 Fc I (psi) PLAN 2103S/A/2 STORAGE HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads l R1 =285 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BEAM -20 Prepared by: TD Date: 4/11/06 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.7 in' R2= 0.7 In' DL Defl <0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 2.5 ft 2.98 # 7# 178W L/ 240 L / 360 Reaction 1 LL 225 # Reaction 1 TL 285 # Maximum V 285 # Max V (Reduced) 218 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 225 # 285 # Section (in') Shear (in') TL Defl (in) 7.15 1.68 OK 23% 12.25 2.18 OK 18% 0.01 0.13 OK 10% <0.01 0.08 OK 12% Fb (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 180 Fv (psi) LL Defl E (psi x mil) Uniform TL: 225 = A Uniform Load A SPAN = 2.5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 285 Fc I (psi) PLAN 2103S/A/2 BDRM -5 HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments R1 = 566 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 1.4 in R2= 1.4 in DL Defl <0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 2.5 ft Reaction 1 LL 450 # Reaction 2 LL 2.98 # Reaction 1 TL 566 # Reaction 2 TL 7 # Maximum V 566 # 354'# Max V (Reduced) 434 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 450 # 566 # Section (in') Shear (in TL Defl On) Fb (psi) Loads Uniform LL: 360 BEAM -21 Prepared by: TD Fv (psi) LL Defl 7.15 3.33 OK 47% 12.25 4.34 OK 35% 0.02 0.13 OK 20% 0.02 0.08 OK 23% E (psi x mil Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 450 = A Uniform Load A SPAN = 2.5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 R2 = 566 Fc I (psi) PLAN 2103S1A/2 BDRM -5 HDR Selection Conditions afa ttribu Actual Critical Status Ratio Values Adiustments Loads Point LL 225 Pt loads: i R1 = -262 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 Overhang, Uplift @ R1, NDS 2001 Min Bearing Area R1= -0.6 in' R2= 5.3 in' BEAM -22 Prepared by: TD Date: 4/11/06 4x 10 HF #2 Lu =0.OFt Lu@OH =0.OFt Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft 7.87 # 55 # 2032 W L/240 L / 360 Reaction 1 LL -146 # Reaction 1 TL -262 # Maximum V 1592 # Max V (Reduced) 1148 # TL Actual Defl L / < -1000 LL Actual Defl L / < -1000 Reaction 2 LL Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl OH LL Actual Defl 1351 # 2143 # 2.0 ft 7.0 ft L / >1000 L / >1000 Section (in') Shear (in TL Defl (in) LL Defl OH TL Defl OH LL Defl 49.91 23.90 OK 48% 32.38 11.48 OK 35% -0.02 0.25 OK 6% -0.01 0.17 OK 6% 0.04 0.20 OK 19% 0.02 0.13 OK 16% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values 850 Base Adjusted 1020 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = CI Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 0.00 Le @OH =0.00 Ft Uniform LL: 40 Point TL Distance F = 440 (OH) 2.0 Uniform TL: 50 = A Par Unif LL Par Unif TL 390 K = 568 (OH) (Uniform Ld on Backspan Start End 0 2.0 Uniform Load A K LrJ BACKSPAN = 5 FT R2 = 2143 OH = 2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. PLAN 2103S/A/2 REC RM DR HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments )_oads R1 = 1294 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area Section (in') Shear (in') TL Defl (in) Fb (psi) Uniform LL: 410 BEAM -23 Prepared by: TD 4x 6 HF #2 Lu = 0.0 Ft R1= 3.2 in R2= 3.2 in DL Defl 0.02 in Date: 4/11/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft 4.68 # 23 # 1618'# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 1025 # 1294 # 1294 # 1057 # L/521 L / 658 Reaction 2 LL Reaction 2 TL 1025 # 1294 # 17.65 17.57 OK 100% 19.25 10.57 OK 55% 0.12 0.25 OK 46% Fv (psi) LL Defl 0.09 0.17 OK 55% E (psi x mil) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 513 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. /\ R2=1294 Fc l (psi) PLAN 2103S/A/2 LAUNDRY DR HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 =571 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Beating Area R1= 1.4 in R2= 1.4 in DL Defl <0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 2.67 ft Reaction 1 LL 454 # Reaction 2 LL 2.98 # Reaction 1 TL 571 # Reaction 2 TL 8 # Maximum V 571 # 381 Yt Max V (Reduced) 447 # L / 240 TL Actual Defl L / >1000 L/360 LL Actual Defl L / >1000 454 # 571 # Section (in') Shear (in') TL Defl (in) Fb (psi) Uniform LL: 340 BEAM -24 Prepared by: TD Fv (psi) LL Defl 7.15 3.59 OK 50% 12.25 4.47 OK 36% 0.03 0.13 OK 23% 0.02 0.09 OK 27% E (psi x mil) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive • Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 425 = A Uniform Load A SPAN = 2.67 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 R2 = 571 Fc I (psi) 2103S/A/2 GARAGE Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads L n R1 = 921 BeemChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 2.3 in R2= 2.3 in Section (in Shear (in TL Defl (in) Fb (psi) BM25 Prepared by: M.A. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 10.25 ft 6.17 # 63 # 2360 W L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 921 # Reaction 2 TL 921 # 812 # L / 399 921 # 30.66 25.62 OK 84% 25.38 8.12 OK 32% 0.31 0.51 OK 60% Fv (psi) E (psi x mil) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 174 = A Uniform Load A SPAN = 1025 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/28/06 n R2 = 921 Fc I (psi) 2103S/A/2 GARAGE Selection Conditions 12W$ Attdbutes Actual Critical Status Ratio Values Adjustments Loads R1=713 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 1.8 in R2= 1.8 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 8.0 ft 4.68 # 37 # 1425 L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 713 # Reaction 2 TL 713 # 631 # L/369 713 # Section (in') Shear (in TL Defl (in) BM26 Prepared by: M.A. Date: 4/28/06 17.65 15.48 OK 88% 19.25 6.31 OK 33% 0.26 0.40 OK 65% Fb (psi) Fv (psi) E (psi x mil) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 174 = A Uniform Load A SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. /\ R2 = 713 Poi (psi) • 2103S/A/2 GARAGE Selection: Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 2042 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 8M27 Prepared by: M.A. Date: 5/23/06 3 -118x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 3.1 in R2= 3.1 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 8.75 ft 6.83 # 60 # 4468'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Deft 2042 # Reaction 2 TL 2042 # 2042 # 1692 # L / 584 Section (in') Shear (in TL Dell (in) 42.19 22.34 OK 53% 28.13 10.58 OK 38% 0.18 0.44 OK 41% Fb (psi) Fv (psi) E (psi x mil) R2 = 2042 Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 460 = A Uniform Load A SPAN = 8.75 FT Uniform and partial uniform loads are lbs per lineal ft. Fc I (psi) 2103S/A/2 ENTRY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads /\ R1 = 213 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area BM28 Prepared by: M.A. Date: 4/28/06 4x 4 HF #2 Lu = 0.0 Ft R1= 0.5 in' R2= 0.5 In' Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 2.17 ft 2.98 # Reaction 1 TL 213 # Reaction 2 TL 6 # Maximum V 213 # 115W Max V (Reduced) 155 # L / 240 TL Actual Defl L / >1000 213 # Section (in') Shear (in') TL Defl (in) 7.15 1.09 OK 15% 12.25 1.55 OK 13% 0.01 0.11 OK 6% Fv (psi) E (psi x mil) Fc I (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Fb (psi) Uniform TL: 193 = A Uniform Load A SPAN = 2.17 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 213 2103S/A/2 ENTRY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads /\ R1 = 366 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.9 in R2= 0.9 in BM29 Prepared by: M.A. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 7.0 ft 4.68 # 33 # 641 L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 366 # Reaction 2 TL 366 # 318 # L/939 366 # Section (in') Shear (in TL Defl (in) 17.65 6.96 OK 39% 19.25 3.18 OK 17% 0.09 0.35 OK 26% Fb (psi) Fv (psi) E (psi x mil) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 100 = A Uniform Load A SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/28/06 R2 = 366 Fc I (psi) PIONEER ENGINEERING, INC. Geotechnical Engineering • Earth Science • Water Resources Mr. Kamail Johal 17818 NE 116"' Street Redmond, WA 98052 Subject: Geotechnical Engineering Study Jackson Short Plat 147xx - 56 Avenue Smith Tukwila, Washington PEI Project No. G618 June 7, 2006 SUMMARY P. 0. Box 33628, Seattle, WA 98133 Phone: (206) 427 -9118 • Fax: (206) 306 -2982 RECEIVED CITY OFTUKWIIP SEP 112006 PFRMIT CENTER Permit No. PW03Lo05 REVIEWED FOR CODE COMPLIANCE nnnn'rcT) DEC 1 8 2006 ®) C y I ILDING DIVISION Of Tukwila BU N The proposed development for the site is to construct a single - family residence on each of the four subdivided lots. Currently, utilities and an access roadway with a hammerhead turnaround are completed at the site. An ecology block wall with an upper 2H:1V recycled concrete fill slope supporting the turnaround will be further revamped to improve overall stability. Subsurface conditions of the site were explored with five backhoe test pits and one hand -dug test pit. About 2 to 4 feet of non - documented, random fill was first encountered below the existing grade, underlain by medium -dense to dense glacial till soils. Conventional footing foundations bearing on glacial till soils should be able to support all proposed buildings. The stability of the ecology block wall can be improved by installing weep holes in the wall and a soldier pile (steel beam) wall with timber lagging in the wall's close downslope area. Geotechnical recommendations for site grading and earthwork, floors, pavements, utilities, drainage, building setback, and other topics required by the City are also addressed in this report. INCOMPLETE LTR# 2 omissions. 171 June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 2 r INTRODUCTION OVERVIEW The general location of the site is shown on Figure 1 Vicinity Map. According to a topographic survey plan, prepared by Baseline Engineering, Inc., dated November 19, 2003, the site with a parcel No. 1157200170 is located in a portion of the NE quarter of the NW quarter of Section r 23, Township 23 North, Range 4 East, W.M., Washington. The legal description defining the boundary and coverage area of the site is as follows: The west 300 feet of Lot 17, Brookvale Garden Tracts, according to the plat thereof recorded in Volume 10 of Plats, Page 47, in King County, Washington, except the north 93 feet of the east 130 feet of the west 270 feet of said Lot 17. (Also known as Parcel B, City of Tukwila Boundary Line Adjustment Number L2000 -022, recorded under Recording No. 20000626900003) r. BACKGROUND rr The site is an undeveloped property, situated near the top of a slope descending westerly. We understand the site encompasses four urban lots and an access roadway with a hammerhead Im turnaround. A two -story wooded structure with an attached garage will likely be a proposed building to be constructed on each lot, with its lowest floor's slab poured on grade and optional crawl space. Yr PURPOSE AND SCOPE OF SERVICES The purpose of this geotechnical engineering study is to characterize the subsurface soil and groundwater conditions by test pit and test hole explorations, and use such information r obtained to provide recommendations for the proposed development of new residential dwelling units and for the stability improvement of the hammerhead turnaround. To achieve the purpose, the scope of our services specifically comprises the following items: r 1. Conduct subsurface exploration with five test pits and one test hole to a depth of about 10 feet or to bearing soils, whichever is reached first. The soils encountered r will be visually classified. 2. Evaluate the stability of the supporting system for the hammerhead turnaround, r and provide recommendations for necessary measures to revamp its stability. 29 PIONEER ENGINEERING, INC. W June 7, 2006 Geotechnical Engineering Study PEI Project No. 6619 Page 3 3. Review geologic and soil conditions at the site based on a published geologic map. 4. Address geologic hazards and mitigation measures, as required. 5. Prepare a written report to address our findings and conclusion of this study, and provide geotechnical recommendations for site preparation and grading, engineered fill, excavation and slope, building setback, foundation support, and drainage systems, etc. It should be noted that our geotechnical recommendations are based on the soil conditions encountered in the test pits and test hole, and our engineering analyses, experience and engineering judgment. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. Soil and groundwater conditions stated in this report may vary from those actually encountered during construction. If variations appear then, we should be retained to re- evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding with the subsequent work. INVESTIGATIONS SUMMARY Subsurface conditions at the site were explored with five test pits to depths varying from 9 to 10 feet on May 31, 2006, using a backhoe (Case Super L) provided and operated by Deeny Construction, and one test hole to a depth of about 6.5 feet on June 5, 2006. The locations of the test pits and test hole are determined by tape measurements with reference to the existing surface features shown on the provided topographic survey plan. They should be considered as only accurate to the measuring method used. The approximate locations of test pits and test hole are shown on Figure 2. The subsurface exploration was continuously monitored by an engineer from our firm who documented the soil and groundwater conditions encountered, maintained a log of each test pit and hole, and observed pertinent surface features. The final test pit and test hole logs represent our interpretations of the subsurface conditions encountered in the pits and hole. The stratification lines on the logs indicate the approximate boundaries between soil types, and the actual transitions may be more gradual in the natural geologic setting. The soils encountered by the pits and hole were visually classified in general accordance with Unified Soil Classification System (USCS) as shown on Figure 3. PIONEER ENGINEERING, INC. June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 4 REPORT OVERVIEW • Recommendations for a conventional spread footing foundation system for each proposed building are addressed in FOUNDATION SUPPORT. • Evaluation of slope stability and the provision of temporary and permanent erosion/sediment control measures for development are included in SLOPE STABILITY. • Recommendations for an added soldier pile wall with timber lagging are addressed in RETAINING STRUCTURES. • The required safety buffer between the proposed buildings and a steep slope is recommended in BUILDING SETBACK. SITE CONDITIONS LOCATION AND SURFACE CONDITIONS The site is basically an undeveloped property. It is bounded to the east by a paved access roadway, fronted to the north by the right -of -way of South 147 Street, and adjoins properties on the other two sides. It is measured about 300 feet along South 147 Street and about 320 feet in depth, except an area of about 0.28 acre (130 feet along South 147 Street by 93 feet) notched off from its NE corner. A paved access roadway and a hammerhead turnaround connect four lots to South 147 Street. Utilities including a storm drain system, a sewer line, a power line and all water supply facilities have been currently installed in place. The area dose to the access roadway has been graded to facilitate the preparation of the roadway subgrade. In general, the original terrain within the site slopes down westerly at a gradient of about 10 to 33 percent. Grass, ivy and berry are the dominant species of surface vegetation occupying most of the open space, with a few mature trees standing on the slope. GEOLOGIC SETTING Preliminary Geologic Map of Seattle and Vicinity, Washington, by H. H. Waldron, B. A. Liesch, D. R. Mullineaux, and D. R. Crandell, published by U. S. Geological Survey in 1962, was referenced for the geologic and soil conditions at the site. According to this publication, the ., surficial soil unit at the site is mapped as Vashon Till p PIONEER ENGINEERING, INC. June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 5 Vashon Till was deposited directly by glacial ice during the most recent glaciation as it advanced over an eroded, irregular surface of older formations and sediments. It is a very dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred to as "Hard Pan ". In general, this deposit is of high shear strength and low permeability with infiltrated surface water perching above. It generally provides excellent support for foundations with minimal settlements expected. SUBSURFACE SOIL CONDITIONS In general, the test pits and hole first encountered 2 to 4 feet of non - documented random fill, underlain by weathered Vashon Till consisting of brown silty sand and some coarse gravel with a trace of orange staining. This layer of soils was revealed about 1.5 to 3 feet in thickness. Denser cemented till deposits of light -brown silty sand, some coarse gravel and cobble, were last encountered to the depths explored. A thin layer of relic topsoil was encountered between random fill and weathered till in Test Pits 1 and 2. Detailed information for the subsurface conditions explored in test pith and test hole is presented on Figures 4 to 5 - Test Pit Logs and Figure 6 - Test Pit and Test Hole Logs. GROUNDWATER CONDITIONS Very-light groundwater seepage was encountered at a depth of 4 feet in one of five test pits plus one test hole. The water appears to be the infiltrated storm runoff perching above the less permeable fresh Vashon Till. The amount and flow rate of seepage generally decrease with time while advancing into the drier months (generally between April 1 and September 31 of a year). In general, groundwater levels fluctuate with seasons, depending on the amount of precipitation and surface runoff, denseness of vegetative cover on the ground, purpose of land use, and other factors. SUBSURFACE CONTAMINATION Based on our subsurface exploration, no contaminants or materials suspicious of contamination were encountered within the explored depths of all test pits and test hole. PIONEER ENGINEERING, INC. r June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 6 r DISCUSSIONS AND CONCLUSION s Based on the soil and groundwater conditions encountered in our subsurface exploration, it is our conclusion that, from a geotechnical engineering view 01 view the site is suitable for the r i proposed development of four single family residences The stability of the hammerhead turnaround can be further improved by installing a soldier pile wall in its close downslope side to provid equate lateral support and drilling weep holes in the ecology block wall to enhance its u drainage. 110 According to Geologic Hazard Maps, produced by City of Tukwila on December 13, 2004, the site is mostly located in a classed Type 2 slope where the landslide potential is moderate, and only two tiny portions in the close west proximity of the "notched off" and near the SW corner of the site, respectively, in a Type 3 slope with high landslide potential. These two areas of high landslide potential are located in a currently densely vegetated terrain with protection of 'W natural vegetative cover; thus, in our opinion, the potential of a landslide, to occur in these areas of the slope should be very low. The designated areas for residential buildings are all located on a Type 2 slope. With proper planning, prudent design, and meticulous workmanship, the risk of slope instability through development activities should be very minimal. W Conventional spread footings bearing on medium -dense weathered Vashon Till or on dense fresh Vashon Till should be able to provide adequate support for the proposed single family residential buildings. The installation of a footing drain system would intercept the groundwater seepage toward the buildings and reduce the risk of the hydrostatic pressure buildup behind foundation walls and below on -grade slabs. r SLOPE STABILITY The site is located in a zone of mostly moderate landslide hazard. It is underlain at shallow depths by medium -dense to dense glacial till deposits, as revealed in test pit and test hole logs. The glacial till is generally of very high shear strength and has high resistance against a slope failure. Numerous landslides had occurred on steep slopes in the local area during the 1995- 1996 winter with record breaking precipitation, and the region had also experienced a strong earthquake of a seismic magnitude of 6.8 at the Richter scale in 2001; the site has remained stable without deep- seated landslides. The nearby buildings, located within the same potential landslide area and supported on similar soil conditions, have also remained stable. Therefore, r a PIONEER ENGINEERING, INC. IN June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 7 in our opinion, the possibility of the occurrence of a deep - seated landslide to cut through dense glacial till should be very low. The ground surface of the site is mantled by up to 4 feet of fill and up to 12 inches of relic topsoil, if deprived of vegetative cover and /or excessively saturated, may erode in the form of shallow mudflow landslides. Our site reconnaissance indicated that no apparent signs of soil movement were noted in the adjacent graded area of the access roadway and lower densely - vegetated natural slope, except two fissure cracks were observed on the curb of the hammerhead turnaround, as shown on Figure 2. The cracking was likely caused by the hydrostatic pressure buildup behind the ecology block wall, softening the bearing soils and generating minor settlement. The installation of weep holes in the ecology block wall and revamp with an additional soldier pile wall as recommended in RETAINING STRUCTURES in its close downslope area should improve overall stability. At the time of our recent site visits on May 15 and May 31 of this year, there were no indications of widening of existing cracks, or occurrence of new cracks. Both the ecology block wall and upper recycled concrete fill slope appeared stable. To enhance the overall stability against surficial soil erosion and shallow mudflow landslides, we recommend the following measures be implemented during and after construction: • The unsuitable surficial soils within the foundation footprint should be removed down to bearing soils with minimal disturbance to the vegetative cover outside construction limits. • Standing water should not be allowed to preside over the building areas during construction, concentrated stomrwater should not be discharged onto the ground within the site or onto the slope. • Excavated soils, construction debris, and yard waste should not be dumped onto the slope. • Storm runoff over impervious surface, such as roofs and driveways, should be collected in an underground drain system and/or intercepted by catch basins installed in the pavement, and be tightlined to discharge into a designated storm drain or an approved location. • The stumps of mature trees on the slope outside the construction limits should be preserved to stabilize the soils surrounding their root ball zones. PIONEER ENGINEERING, INC. a r June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page g r All disturbed bare ground and damaged surface vegetation subject to r construction activities should be restored or re- planted with natural vegetation approved by the City, after completion of site development. W SEISMIC CONSIDERATIONS The Puget Sound region is located in a zone of high susceptibility to seismic hazards. The r design of residential buildings should be in compliance with the specifications and standards stated in 2003 International Residential Code (2003 IRC), while the design of retaining rr structures should follow those in 2003 International Building Code (2003 IBC). Based on the 2003 IRC, the site is located in a zone of Seismic Design Category D2 (Seismic Design NM Category D in 2003 IBC) with a classified Site Class D. The seismic design parameters are based on the outputs of a computer program (Seismic as Design Parameters, Version 3.10; USGS Open -File Report 01 -437) accompanied with the above building codes, and they are listed below: Wr Regional Earthquake Ground Motion for the 0.2- Second (Short Period) Spectral Response Acceleration (5 of Critical Damping) S 1.406 g IN Regional Earthquake Ground Motion for the 1- Second Spectral Response Acceleration (5 of Critical Damping) St 0.737 g im Site Coefficient F as a Function of Site Class and Mapped Spectral Response Acceleration at a Short Period (S F 1.00 Site Coefficient F„ as a Function of Site Class and Mapped Spectral Response uu Acceleration at a 1- Second Period (S F 1.52 SITE WORK r Site preparation should include clearing and grubbing of the surface vegetation within construction limits. The ground within the building footprint should be excavated down to firm glacial till. The exposed soils should be compacted to a non yielding state with a vibratory mechanical compactor. Localized soft, organic spots within the building footprint should be r excavated down to the above bearing soils and the voids backfilled with engineered fill with sufficient compaction to a non yielding state. Storm runoff should be intercepted by ditches and conveyed to a temporary storage pond from which the upper clear water can be pumped and released into a public storm sewer line. A filter fence should be installed along the downslope in PIONEER ENGINEERING, INC. r June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 9 r conveyed to a temporary storage pond from which the upper clear water can be pumped and released into a public storm sewer line. A fitter fence should be installed along the downslope boundary of the site to prevent sediments from being transported into lower adjacent properties or onto the street. RETAINING STRUCTURES The soldier pile wall with timber lagging will serve as a permanent retaining structure, located immediate downslope of the hammerhead turnaround. Retaining walls free to displace and r. rotate at the top should be designed using an active soil pressure of 25 pounds per cubic foot (pcf) of Equivalent Fluid Density (EFD) for the portion of the soldier pile wall with an ecology block wall; 40 pcf of EFD for the remaining portion of the soldier pile wall, assuming the backfill is well- drained and level. The active soil pressure should act on one pile- spacing above the excavation line, and one pile diameter below. The passive soil pressure should act on one pile y spacing or two pile diameters, whichever is less. One half of the active soil pressure may be used for designing the timber lagging to account for the soil arching effect. We recommend that a passive soil pressure of 300 pcf of EFD be used for calculating lateral resistance but s neglect the upper 3 feet of soil strength for the existence of random fill. This value has also taken into consideration the effect of a descending ground surface. A coefficient of friction of 0.60 can be used to calculate the friction force between the foundation and subgrade soils. These two soil parameters are unfactored and ultimate values, and proper factors of safety should be applied to them for design purposes. The soldier pile wall should be designed to have a minimum factor of safety equal to 1.7 against sliding and overturning failures. All design lateral soil pressures are illustrated on Figure 7. r+ A subdrain system should be installed behind the wall to prevent the buildup of hydrostatic pressure. This drainage system should consist of a drain mat (Miradrain G100N or equivalent) r placed to the full depth of the wall with a minimum overlap of 12 inches, and hydraulically connected to a drain pipe. The drain pipe should be a 4 -inch- diameter, rigid, perforated PVC pipe or a 4 -inch- diameter, slotted ADS pipe, with its invert placed slightly below the base of the wall. It should be wrapped with a layer of durable non -woven geotextile, and then bedded on at least 2 inches thick clean pea gravel (2 -inch to 314 -inch in size) and covered with 4 inches of r the same gravel. The contractor should ensure the drain line to have a positive gradient to generate flow by gravity. r M PIONEER ENGINEERING, INC. W footings to support bearing walls. For footings constructed as recommended above, our design criteria for spread footing foundations are summarized in the following: Allowable soil bearing pressure should be no more than 2,250 psf on medium -dense weathered Vashon Till; not exceeding 2,750 psf on dense fresh Vashon Ti/l ;; no more than Z000 psf on adequately compacted structural fill placed over either one of the above Vashon Till deposits. Minimum depth to bottom of perimeter footing below adjacent exterior finish grade should be at least 18 inches to reduce the risk of the foundation damage by the frost effect. Minimum width of continuous footings should be 16 inches; minimum width of individual footings should be 24 inches. Foundation walls restrained to displace and rotate at the top are considered unyielding and should be designed for a lateral soil pressure under an "at -rest" condition. A lateral soil pressure of 45 pounds per cubic foot (pcf) of Equivalent Fluid Density (EFD) should be used for designing foundation walls, assuming the backfill is well- drained and level. The friction force between the foundation and the subgrade, and the passive soil pressure acting on the under -grade portion of the foundation provide resistance to lateral loads. For the better development of lateral resistance, the foundation must be poured directly against firm, undisturbed Vashon Till deposits. We recommend that a passive soil pressure of 400 pcf of EFD be used for calculating lateral resistance, based on the assumption that the backfill is level ., or ascending. A coefficient of friction of 0.60 may be used to calculate the friction force between the foundation and subgrade soils. Similarly, these two soil parameters are unfactored and ultimate values, and proper factors of safety should be applied to them for design purposes. The foundation wall should be designed to have a minimum factor of safety equal to 1.7 against sliding and overturning failures. PIONEER ENGINEERING, INC. lune 7, 2006 Geotechnical Engineering Study PEI Project No. G619 • Page 11 RECOMMENDATIONS SITE GRADING AND EARTHWORK Site preparation should include clearing and grubbing of vegetative cover, installation of temporary erosion control measures, and stabilization of the exposed subgrade. Prior to starting construction activities, a filter fence should be installed along the lower boundary of the construction limits; the entrance, parking, and loading areas for construction vehicles should be paved with a layer of 12 inches thick quarry spalls (4 to 6 inches in size) to guard against the sediments migrating into lower neighboring properties or being tracked onto the public roadway. Non -woven geotextile may be placed under the quarry spall pad to prevent the fine soil particles from moving upward. A layer of filter fabric or filter bag should be inserted into each stormwater inlet in the downstream area outside the construction limits. The above implementations serve as temporary erosion /sediment control measures during construction, and they must remain in place until construction is complete. Clearing of ground includes stripping and grubbing of all surface vegetation within the construction limits. Occasional overexcavation may be required when encountering the root ball zone of a mature tree or localized weak soil pockets. The overexcavation should be backfilled with engineered fill and compacted to a non - yielding condition, following the recommendations stated in ENGINEERED FILL AND COMPACTION. The topsoil and random fill over the site generally containing organic and other deleterious substances, are unsuitable for reuse in areas to withstand loads. They should be stockpiled separately from the soils qualified to be used as engineered fill, and can be used solely for landscaping purposes. After the topsoil, fill, and weak surficial soils have been removed from the foundation footprint, the exposed subgrade soils should be proof - rolled to a non - yielding state by a fully - loaded dumptruck or other proper heavy construction equipment. Any pumping or weaving spot during proof - rolling should be re- compacted, or excavated to firm native soils and backfilled with engineered fill and stabilized with adequate compaction. An engineer from our office should be present to determine the readiness of the subgrade preparation during proof - rolling. PIONEER ENGINEERING, INC. r June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 r Page 12 ENGINEERED FILL AND COMPACTION r Engineered fill (or structural fill) is a term of describing the material placed under footings, on- grade floor slabs and pavements, or used to construct highway embankments. Its composition r generally compromises but occasionally combines basic engineering properties of shear strength, permeability, and compressibility to serve design functions, depending upon areas of usage and weather conditions when used. Engineered fill should be free of demolition debris, r and organic and other deleterious substances. It should consist of clean soils and meet the gradation specked below: r U. S. Standard Sieve Size Percent of Passing by Dry Weight r 4 in. 100 No. 4 75-100 ar No. 200 3-50 The excavated till soils generally meet the above criteria and can be used as engineered fill, but b" these soils contain a substantially high content of fines (soil particles passing through the U.S. No. 200 sieve based on the fraction of the same material passing through the U.S. No. 4 sieve) 11W and are difficult to compact to attain the required soil density if used under wet weather conditions. Proper compaction efforts should be applied to the engineered fill using a vibratory compactor. Cement or lime admixture may be used to condition the moist content in soils, in conjunction with aeration. 1W r r W r r Engineered fill should be placed no more than 10 inches per loose lift, compacted to meet the required dry soil density determined by ASTM D1557 (Modified Proctor Method) as follows: Applicable Area Under Footings Under Parking and Driveway Under on -Grade Floor Slab Foundation Wall Backfill Utility Trench Backfill Maximum Dry Boil Density 95% 95% for upper 3 feet, 90% below 95% for upper 2 feet, 90% below 95% for upper 2 feet, 90% below 95% for upper 4 feet, 90% below PIONEER ENGINEERING, INC. 0 a June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 r Page 13 EXCAVATION SLOPES r Unsupported temporary cut slopes should not be greater than the limits specified by local, state, and federal government safety regulations if worker have to perform the construction work in the foundation and utility trenches. r We estimate that up to 4 feet of excavation will be required to establish the foundations for the proposed buildings. Temporary cuts should be sloped no steeper than 1H: IV in random fill, topsoil, and brown silty sand, 3/4H:1V in weathered or fresh Vashon Till. The above recommended inclinations of excavations are based on the assumption that no groundwater will be encountered. If groundwater is encountered during excavation, the work should be halted r immediately and the engineer be informed to re- evaluate slope stability. Proper remedial measures may be taken to stabilize the cut slope. Exposed temporary cut slopes should be covered with plastic sheets to minimize surficial erosion and sloughing by storm runoff. r Permanent fill or cut slopes should have an inclination no steeper than 2HA V. We recommend y that excavation for foundations be started and completed in the drier months to minimize the adverse effects imposing upon the grading work by rain storms or groundwater seepage. 1W TEMPORARY SHORING WALLS Not Applicable. W REINFORCED SOIL STRUCTURES r Not Applicable. STRUCTURE AND FOUNDATIONS r Our geotechnical recommendations for retaining structures are addressed in RETAINING STRUCTURES: for foundation walls and footing design in FOUNDATION SUPPORT. W FLOORS The on -grade floor slab should be placed on firm, undisturbed native soils prepared as stated in the SITE GRADING AND EARTHWORK and ENGINEERED FILL AND COMPACTION sections of this report. For the unheated areas such as garages, storage rooms or tool sheds, the slab -on -grade floor should be placed directly on a capillary break which is composed of a M PIONEER ENGINEERING, INC. to June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 14 r minimum'4 -inch -thick layer of free draining 7/6 -inch crushed rock containing no more than 3 r percent of fines by weight passing the U.S. No. 200 sieve. We recommend that a durable vapor retarder, a 6 -mil (0.006 inch) plastic membrane, be placed over the capillary break to r keep moisture from migrating upwards. For the heated areas, an additional layer of Styrofoam may be placed between the slab and capillary break for provision of better insulation. r Where applicable, the ground surface at the crawl space (under -floor) grade should be free of vegetation, organic material, and construction debris. The finish grade in the crawl space r should be at least 6 inches higher than the footing base to allow for water to drain out of its coverage area. The exposed soils in the crawl space should be covered with a continuous vapor retarder having a maximum permeance of rating of 1.0 perm in accordance with ASTM E96. The foundation wall should have proper openings to provide the cross -space ventilation for the crawl space, if a mechanical ventilation system is not to be installed. r PAVEMENTS The access roadway and hammerhead turnaround have been paved. The recommendations rr for pavements herewith are applicable to the area for parking and of the future driveway. The pavement should be composed of 3 inches of Asphalt Concrete (AC) over 6 inches of Crushed i i Rock Base (CRB), or 3 inches of AC over 4 inches of Asphalt Treated Base (ATB). A more rigid pavement section consisting of 5 inches of concrete over 5 inches of adequately W compacted 2- inch -minus CRB may be used as an alternative. UTILITIES Currently, all main utility lines have been installed at the site. The recommendations for the installation of utilities herewith are applicable to the areas for the utility sidelines connecting to the proposed buildings. Utility trench backfill is a major concern in preventing settlements along the alignments, particularly in paved areas. It is important that each section of the utility line be adequately supported by the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Engineered fill should be carefully placed and hand tamped to at least 12 inches above the crown of the pipe before any mechanical or vibratory compaction equipment is brought into use. The remainder of the trench backfill should be placed and compacted as stated in ENGINEERED FILL AND COMPACTION. r C7 PIONEER ENGINEERING, INC. W June 7, 2006 Geotechnical Engineering Study PEI Project No. G6I9 Page 15 DRAINAGE The finished ground around each building should be graded such that surface water is directed away from it. Water should not be allowed to stand within the building limits or in areas where foundations, on -grade slabs or pavements are to be constructed. We recommend that the ground be sloped at a minimum gradient of 3 percent for a distance of at least 10 feet away from the building except in paved areas. Storm runoff on the impervious surfaces (roof, paved driveway and parking, and deck) collected by downspouts and /or captured by catch basins should be tightlined and conveyed in a conduit to discharge at an approved location or to a storm drain. Roof downspout drain lines should not be connected to the footing drain. All roof downspout drains must be separately tightlined to discharge. Sufficient cleanouts should be installed at strategic locations to allow for regular maintenance of the footing and downspout drain lines. A footing/wall drain system should be installed around the perimeter of each building to prevent the buildup of hydrostatic pressure behind the foundation wall and below the on -grade slab. This drainage system should consist of a 4 -inch- diameter, rigid, perforated PVC pipe or a fl- inch- diameter, slotted ADS pipe with its invert placed slightly below the bottom of the wall. The drain pipe should be wrapped with a layer of durable non -woven geotextile, bedded on at least 2 inches thick clean pea gravel (2 -inch to 3/4 -inch in size) and extended upward to within 18 inches of the top. This drain gravel column should extend at least 12 inches behind the back of the wall. The drain line should have a sufficient gradient to generate flow by gravity. Alternatively, a drain mat such as Miradrain G100N or equivalent can be used to replace the drain gravel column. When applicable, it should be placed to the full depth of the foundation wall with a minimum overlap of 12 inches and be hydraulically connected to the drain pipe. A dampproofing coating composed of a bituminous coating, or 3 pounds per square yard of acrylic modified cement, or 1/8 -inch coating of surface - bonding mortar in compliance with ASTM C887, should be applied to the under -grade portion of the foundation wall. A typical section of wall and drain details is illustrated on Figure 8. HAZARDS See recommendations provided in SLOPE STABILITY and SEISMIC CONSIDERATIONS sections for the mitigation of potential geologic hazards. PIONEER ENGINEERING, INC. June 7, 2006 Geotechnical Engineering Study PEl Project No. G619 Page 16 BUILDING SETBACK A setback is defined as a distance or buffer zone to a building from an environmentally sensitive area such as a steep slope, a landslide area, a liquefiable zone, a wetland, and a stream. The purpose of a setback is to prevent unnecessary disturbance to a wildlife habitat, mitigate potential soil movements on a slope, and reduce the risk of property damage and personal casualty by landslides. In general, the risk is decreased with an increased setback distance from an environmentally sensitive area. We understand all proposed buildings will be seated on firm Vashon Till. It is our opinion that a minimum building setback of 10 feet from the point where the foundation subgrade extends horizontally to intersect the natural slope, should be sufficient to provide a safety buffer for the proposed buildings. A geotechnical engineer should be present on -site to verify the setback distance during construction. ADDITIONAL FIELD SERVICES We recommend that PEI be retained to perform a general review of the final design and specifications of the proposed development, and to verify that our geotechnical recommendations have been properly interpreted and incorporated into the design plans and construction documents. We also recommend PEI be retained to provide monitoring services for geotechnical aspects of the construction work of this project. This is to observe compliance with the design concepts, specifications or recommendations and to allow for design changes in the event subsurface conditions differ from those anticipated prior to start of construction. PIONEER ENGINEERING, INC. 0 in June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 r Page 17 M IN r in im a Is Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan s Figure 3 USCS Chart Figures 4 to 6 Test Pit and Test Hole Logs Figure 7 Design Lateral Soil Pressures Figure 8 Typical Wall and Drain Details M r r M Respectfully submitted, PIONEER ENGINEERING. INC. 4� b/671vo6 12 OW aoo6 1 Joseph Wu, Consulting Geotechnical Engineer PIONEER ENGINEERING, INC. r 0 nil 0.2 L 0.4 PIONEER ENGINEERING, INC. Geotechnical Engineering • Earth Science - Water Resources VICINITY MAP JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON PROJ. NO. G619 I DATE 6/1/06 FIGURE 1 I SCALE : 1".s. 50' Lot F 3- I4- r" 5T. ISM PIONEER ENGINEERING, INC. Geatechnical Engineering • Earth Science • Water Resources SITE AND EXPLORATION PLAN JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON PROJ. NO. G619 I DATE 6/1/06 I FIGURE 2 UNIFIED SOIL CLASSIFICATION SYSTEM MAIN DIVISIONS COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON THE NO. 200 SIEVE FINE - GRAINED SOILS MORE THAN 50% PASSING THE NO.200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON THE NO. SIEVE SAND MORE THAN 50% OF COARSE FRACTION PASSING PASSING NO. SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% SILT AND CLAY LIQUID LIMIT 50% OR MORE CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC HIGHLY ORGANIC SOILS PIONEER ENGINEERING, INC. Geotechnical Engineering • Earth Science • Water Resources GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT PROJ. NO. G619 GROUP NAME WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL POORLY- GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL - GRADED SAND, FINE TO COARSE SAND POORLY - GRADED SAND SILTY SAND CLAYEY SAND SILT, SANDY SILT LEAN CLAY ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC SILT, ORGANIC CLAY PEAT NOTE: 1. FIELD CLASSIFICATION BASED ON VISUAL EXAMINATION OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED ON ASTM D2487. 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL APPEARANCE OF SOILS, AND /OR TEST DATA. SOIL MOISTURE INDICATORS: DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO THE TOUCH. SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY. MOIST - DAMP, BUT NO VISUAL WATER. VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH. WET - VISUAL FREE WATER OR SATURATED, USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE. USCS CHART JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON DATE 6/1/06 FIGURE 3 TEST PIT NO. TP -1 Logged By: JW Date: 5/31/06 Ground Elev. 228.0' t Depth ft USCS Soil Description Sample (N) W % Other Test Type No . Blows/ _ -� - Th _ — — 10 _ _ _ SM SM SM Brown, silty, medium SAND, concrete rubble, coarse to fine _gravel, slightly_ moist, loose._(FILL) _ _ _ _ _ _ _ _ Tan - brown, silty, fine SAND, trace organics, moist, loose. (RELIC TOPSOIL) 1 Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. _(w_ ND _ _ _ to _ _ Light - n, silty, medium SA, some coarse fine gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) B B 1 2 _ — Test pit terminated @ 10 ft; no groundwater seepage encountered excavation. TEST PIT NO. TP -2 Logged By: JW Date: 5/31/08 Ground Elev. 220.0' t Depth Sample (N) Blows/ W % Other Test R USCS Soil Description Type No _ Gray sift chunks, concrete rubble, brown silty sand, coarse gravel, slightly moist, loose. (FILL) _ SM Tan - brown, silty, fine SAND, trace organics, moist, loose. _(R_ELIC TOP_SO_IL) _ _ _ 10 _ _ SM _ _ SM _ _ _ _ _ _ _ _ _ _ _ Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. _(w_eathered_VA_SH_ON_TILL) —___--.__._—_—_________________ Light- brown, silty, medium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) B B 1 2 _ — Test pit terminated C 9.5 ft; no groundwater seepage encountered excavation. LEGEND: SS - 2" 0 D Split-Spoon Sample GROUNDWATER: ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Seal Observation Well Tip PIONEER ENGINEERING, INC. TEST PIT LOGS JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON Geotechnical Engineering- Earth Science • Water Resources PROJ. NO. G619 I DATE 6/1/06 'FIGURE 4 TEST PIT NO. TP -3 Logged By: JW Date: 5/31/06 Ground Elev. 226.0' t Depth R. USCS Soil Description Sample (N) W % Other Test T No. Blows/ ft. — _ — — _ _ SM _ _ SM Brown silty sand, concrete rubble, rusty steel, wood fragments, moist, loose. (FILL) Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. _(w_eathered_VA_SH_ON_TIL_L)_ _ _ _ _ _ _ _ _ _ _ Light - brown, silty, medium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) B 1 10 — Test pit terminated C 9 ft; no groundwater seepage encountered excavation. TEST PIT NO. TP-4 Logged By: JW Date: 5/31/06 Ground Elev. 224.0' t Depth Sample (N) Blows/ W % Other Test R USCS Soil Description Type No _ Plastic bags, concrete rubble, brown silty sand, rusty steel, slightly moist, loose. (FILL) _ SM Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium- dense. — 10 –h __ SM (weathered VASHON _ TILL) __ _________` Light- brown, silty, medium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) r Test pit terminated C 9.5 ft; no groundwater seepage encountered excavation. LEGEND: SS - 2" O.D. Split -Spoon Sample GROUNDWATER: W Seal ST - 3" O.D. Shelby -Tube Sample Water Level B - Bulk Sample Observation Well Tip PIONEER ENGINEERING, INC. TEST PIT LOGS JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON Geotechnical Engineering • Earth Science • Water Resources PROJ. NO. G619 I DATE 6/1/06 FIGURE 5 TEST PIT NO. TP -5 Logged By: JW Date: 5/31/08 . Ground Elev. 213.0' ± Depth @ USCS Soil Description Sample (N) W % - Other Test Type No Blows/ — _ — _ 1 SM _ _ SM Concrete rubble, stumps, organic soils, moist, loose. (FILL) Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. r (weatheredVASHONTILL) _ ____—.---_____-----.____—_______/ Light - brown, silty, medium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) 10 _ — Test pit terminated a 9 ft; light groundwater seepage encountered @ 4 ft during excavation. TEST HOLE NO. TH -1 Logged By: JW Date: 5/31/06 Ground Elev. 223.0' ± Depth Sample (N) Blows/ ft. W % Other Test R USCS Soil Description Type No. _ Plastic bags, concrete rubble, brown silty sand, steel slightly_ moist, loose. (FILL) — — — -- _ _ _ SM -_ ._(weathered SM _ _rusty _ _ _ _ _ _ _ _ Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. VASHON TILL) _- _- _-_-_ -_ -_ -_ _ - _ - _r Light -brmedium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) 10 Test pit terminated a 8.5 ft; no groundwater seepage encountered when digging. LEGEND: SS - 2" O D Split -Spoon Sample GROUNDWATER: I ST - 3" O.D. Shelby -Tube Sample Water Level 'W i4 , B - Bulk Sample I { Seal Observation Well Tip PIONEER ENGINEERING, INC. TEST PIT AND TEST HOLE LOGS JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON Geotechnical Engineering Earth Science Water Resources PROJ. NO. G619 I DATE 6/1/06 FIGURE 6 EXIST. GRADE • r -• 300D PSF 35(H +D) PSF Not to Scale FINISH GRADE Notes: 1. The active soil pressure should act on one pile- spacing above the excavation line, and one pile- diameter below. 2. The passive soil pressure should act on one pile spacing or two pile-diameters, whichever is less. 3. One half of the active soil pressure may be used for designing the shotcrete lagging to account for the soil arching effect. 4. Soil strength of the top 3 feet should be neglected for the presence of random fill. PIONEER ENGINEERING, INC. Geotechnical Engineering • Earth Science • Water Resources DESIGN LATERAL SOIL PRESSURES JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON PROJ. NO. G619 I DATE 6/1/06 FIGURE 7 18" Max. Relatively Impermeable On -Site Soils Slope to Drain Non -Woven Filter Fabric 2 " -3/4" Washed Rock 4-inch Dia. Min., Perforated or Slotted Drain Pipe with Positive Gradient to Discharge Capillary Break Not to Scale Foundation Wall Miradrain G100N or Equivalent Bituminous or Polymer Waterproof Coating Styrofoam (Where App icable) Slab 6-mil Min. Plastic Membrane Notes: 1. Structural fill should consist of clean, granular soils with individual particles no larger than 4 inches in size, and contain no organic and other deleterious substances. 2. Structural fill should be placed in lifts no more than 10 inches thick in loose state, and be compacted within 1 percent of its optimal moisture content to attain the maximum dry density determined by ASTM 01557 (Modified Proctor Method). 3. The top 2 feet of structural fill should be compacted to at least 95 percent of its optimal dry density, and 90 percent for the remaining. 4. The drain pipe should be rigid PVC pipe with perforation holes or slotted ADS pipe. 5. The capillary break should consist of a minimum 4 -inch -thick layer of free - draining 7/8 -inch crushed rock containing no more than 3 percent by weight passing the No. 200 sieve. A 6-mil plastic membrane should be placed over the capillary break as a vapor retarder. 6. The dampproofing coating should consist of 3 pounds per square yard of acrylic modified cement, 1/8 inch coat of surface - bonding mortar in compliance with ASTM C 887. PIONEER ENGINEERING, INC. Geotechnical Engineering • Earth Science • Water Resources TYPICAL WALL AND DRAIN DETAILS JACKSON SHORT PLAT 147XX - 56TH AVENUE SOUTH TUKWILA, WASHINGTON PROJ. NO. G619 l DATE 6/1/06 FIGURE 8 12 -06 -2006 JONATHAN M. HARKOVICH 1201 MONSTER RD SW, STE 320 RENTON WA 98057 RE: Permit Application No. D06 -284 14709 56 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 07/26/2006 , 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 01/22/2007 . 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 01/22/2007. 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. xc: Permit File No. D06 -284 • 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 G V October 12, 2006 Jonathan Harkovich 1201 Monster Rd SW, Ste 320 Renton, WA 98057 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -284 Pitzer Homes, Lot 1 -14709 56 Av S 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 Planning and Public Works Departments. At this time the Building and Fire Departments have no comments. Planning Department: Minnie Dhaliwal, at 206 431 -3685, if you have questions regarding the attached memo. Public Works Department: Dave McPherson at 206431 -2448, 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 end File No. D06 -284 City of Tukwila arsh al hnician P:Vennifer■mrection Letters \2006\D06 -284 Correction Le M1.DOC Jan 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 PLANNING DIVISION COMMENTS DATE: October 6, 2006 APPLICANT: Jonathan M Harkovich RE: D06 -284, D06 -285, D06 -286 ADDRESS: 14709, 14717 and 14727 56 Ave S Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Minnie Dhaliwal is the planner assigned to the file and can be reached at 206431 -3685. 1. The maximum height allowed is 30 feet. The building height is calculated per the building code (International Building Code). We are unable to verify the building height as the drawings do not have grade plane information. Please provide the correct height calculation for all three lots. The Building Height is defined as "The vertical distance from grade plane to the average height of the highest roof surface." The Grade Plane is defined as "A reference plane representing the average of the finished ground level adjoining the building at all exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 feet from the building between the structure and a point 6 feet from the building." DATE: September 13, 2006 PERMIT NO: D06 -284 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PROJECT: Pitzer Homes — Lot 1 a.k.a. Johal / Jackson — 4 Lot Short Plat 14709 — 56 Ave. South Parcel No. 115720 -0170 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions regarding the following comments. 1. Show and label on site plan (1) proposed storm drainage for downspouts & driveway (2) TESC including silt fence location(s) (3) proposed grading contours & spot elevations (4) size of proposed water meter and service line (5) size and location of sanitary side sewer — matching sheet 2 of 4 of Civil plan sheet - enclosed (6) show house footprint with FF elevation(s) (7) show proposed driveway in detail, including match with existing pavement, slope along driveway, etc.. 2. Provide typical driveway section on plan sheet. Comply with Pioneer Engineering, Inc. report — see page 14 of Geotechnical Report, dated June 7, 2006. 3. Show and label any private storm drainage easement(s) on plan sheet. Provide draft copy of easement document(s) for review by Public Works — if applicable. 4. Provide note on site plan - Project to comply with Geotechnical Engineering Reports; by Pioneer Engineering, Inc., dated June 7, 2006; LSI Adapt, Inc. dated January 13, 2003 and August 6, 2001; Pacific Testing Laboratories, dated October 7, 1996 and subsequent geotechnical reports. 5. Provide note on site plan - Individual house foundation and drainage system, shall provide a specific geotechnical assessment, with final design recommendations. 6. Show and label any proposed rockeries and/or retaining walls, if applicable. Rockeries and retaining walls over 4 feet high and/or surcharged, will require a separate Building Permit. 7. Single Family Residence (Bulletin C1) and other bulletins and information, are available on the City of Tukwila web -site. July 28, 2006 Jonathan M. Harkovich 1201 Monster Rd SW, Ste 320 Renton, WA 98057 Dear Mr. Harkovich: Enclosures File: D06 -284 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -284 Pitzer Homes, Lot I — 14709 56 Av S This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 26, 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: Buildine Department: Allen Johannessen, at 206 433 -7163, 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 Permit Center at (206) 433 -7165. P:Vennifer\Incomplete Letters\2006\D06- 284 Incomplete Ltr #1.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ■ Determination of Completeness Memo Date: July 27, 2006 Project Name: Pltzer Homes, Lot 1 Permit #: D06 -264 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. 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 City of Tukwila requires that all documents including structural plan sheets with engineering or architectural drawings to be wet stamped and signed relative to that engineer or architect of plan set. The drawings submitted indicate engineered sheer walls with no calculations and geotechnical engineering not stamped or signed. Submit engineered drawings and calculations with the engineers stamp and signature on all engineered calculations, engineered drawings and geotechnical engineering. Should there be questions conceming the above requirements, contact the Building Division at 206-431 -3670. No further comments at this time. June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 15 DRAINAGE G/ s - r ' ,frer" 7 4t ._ / SL0 The finished ground around each building should be graded such that surface water is directed away from it. Water should not be allowed to stand within the building limits or in areas where foundations, on -grade slabs or pavements are to be constructed. We recommend that the ground be sloped at a minimum gradient of 3 percent for a distance of at least 10 feet away from the building except in paved areas. Storm runoff on the impervious surfaces (roof, paved driveway and parking, and deck) collected by downspouts and/or captured by catch basins should be tightlined and conveyed in a conduit to discharge to a storm drain system. Wherever the collected storm runoff and groundwater seepage can not be discharged to a storm drain system, it may be drained to a natural ravine through dispersion pipes/trenches in a form of sheet flow. The design flow rate of the above stormwater dispersion facility should not exceed that in the pre - development condition to minimize environmental impacts. Roof downspout drain lines should not be connected to the footing drain. All roof downspout drains must be separately tightlined to discharge. Sufficient cleanouts should be installed at strategic locations to allow for regular maintenance of the footing and downspout drain lines. A footing/wall drain system should be installed around the perimeter of each building to prevent the buildup of hydrostatic pressure behind the foundation wall and below the on -grade slab. This drainage system should consist of a 4- inch - diameter, rigid, perforated PVC pipe or a fl- inch- diameter, slotted ADS pipe with its invert placed slightly below the bottom of the wall. The drain pipe should be wrapped with a layer of durable non -woven geotextile, bedded on at least 2 inches thick clean pea gravel (2 -inch to 3/4 -inch in size) and extended upward to within 18 inches of the top. This drain gravel column should extend at least 12 inches behind the back of the wall. The drain line should have a sufficient gradient to generate flow by gravity. Alternatively, a drain mat such as Miradrain G100N or equivalent can be used to replace the drain gravel column. When applicable, it should be placed to the full depth of the foundation wall with a minimum overlap of 12 inches and be hydraulically connected to the drain pipe. A dampproofing coating composed of a bituminous coating, or 3 pounds per square yard of acrylic modified cement, or 1/8 -inch coating of surface- bonding mortar in compliance with ASTM C887, should be applied to the under -grade portion of the foundation wall. A typical section of wall and drain details is illustrated on Figure 8. PIONEER ENGINEERING, INC. PERMIT COORD COPY, PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -284 PROJECT NAME: PITZER HOMES, LOT 1 SITE ADDRESS: 14709 56 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 DATE: 10 -30 -06 Revision # After Permit Issued DEPARTMENTS: Building Division Fire Prevention 111441/1 AS WI- Public Works Structural Permit Coordinator 44 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Documents/routing slip.doc 2 -28-02 Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RO9TING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 10-31-06 No further Review Required DATE: DUE DATE: 11-28-06 Not Approved (attach comments) ❑ DATE: 1141) Division Planning XI ng Diion Not Applicable n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -284 DATE: 09 -11 -06 PROJECT NAME: PITZER HOMES, LOT 1 SITE ADDRESS: 14709 56 AV 5 Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTM S1 '44* Bu Division J Public Work ® Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUESITHURS ROU Please Route ^ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: ID kip Departments issued corrections: Bldg ❑ Fire ❑ PIng PW Staff Initials: PlaMg Di' v ision Permit Coordinator DUE DATE: 09 -12-06 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 DUE DATE: 10-10- Approved ❑ Approved with Conditions ❑ Not Ap proved (attach comment Notation: REVIEWER'S INITIALS: DATE: itird ACTIVITY NUMBER: D06 -284 DATE: 07 -26 -06 PROJECT NAME: PITZER HOMES, LOT 1 SITE ADDRESS: 14709 56 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bulling rvisi \ US Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 'PERMIT COORD COPY •. PLAN REVIEW /ROUTING SLIP tI , g�.o� Fire revention Structural Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: CI Planning Division ❑ Permit Coordinator ❑ DUE DATE: 07-27 -06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: OZ�A���/// Departments determined incomplete: Bldg LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 08-24-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Date: //3/ City of Tukwila Project Address: 14709 56 Av S Summary of Revision: i _. Sift �applications\forms- applications on linelrevision submittal Created: 8-13-2004 Revised: * ' Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D06 -284 ❑ Response to Incomplete Letter # ® Response to Correction Letter # I ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Pitzer Homes, Lot 1 Contact Person: t7 /4017 9 1/ d / /d;/j ea Phone Number: 253- 3/S -3/70 o ieee Fla Steven M. Mullet, Mayor Steve Lancaster, Director I/O '!S 7 loin,tifivfl • att./ /°th 7 of PG,gsvS CEc,Sti no Nrl s /frAt we P!//>yt/W41 ' net. f o9rXsr✓ /SSW, 6tat, er, 76 '$ . AtApg M. ,e,Q.l� iere PECENED t , OF-TWO on- 3ea4^� Sheet Number(s): / "Cloud" or highlight all areas of revision including date of revision PERM17 C Received at the City of Tukwila Permit Center by: 41 Entered in Permits Plus on 1 0-30• -a/ 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 Steven M. Mullet, Mayor Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 09ol /6 Plan Check/Permit Number: D06 -284 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision it after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Pitzer Homes, Lot 1 Project Address: 14709 56 Av S Contact Person: Summary of Revision: er — S. p/ ai'mt t i Erse.. Sheet Number(s): / f's "Cloud" or highlight all af eas of revision including date of revision Received at the City of Tukwila Permit Center by: ti Entered in Permits Plus on g (GL tap \applicationslforms-applications on linetrevision submittal Created: 8 -13 -2004 Revised: cmit SEP j 1 70n6 elrc �� ',Phone Number( 050 l/76 A _ . QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1" 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for 1" 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1" 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 1 i ()Y ij )ior t ) PERMIT# 17(10 CCU 14-109 - Sb 111 AvE S.) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: General Erosion prevention Water Sewer Storm water Road /Parking /Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 1 IS (4) 5. GRAD ING Plan Review and Permit Fees Enter total excavation volume ZO Enter total fill volume Zo 1 lizs ( cubic yards cubic yards Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION O Lb ( + + $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicants action or inaction shall be charged 25 °/ f RECEIVED Total Plan Review Fee. '-� i (j JUL . 2 6 2005 PERA411 CEN'TEk PD(o-2Z1 QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1s 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %). $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 6. Permit Issuance/Inspection Fee (B+C +D) 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees $ 225 t (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the exist ng pavement. Use the following table and Bulletin IB to estimate the p C $23-x' (7) (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2006 — 12.31.2006 Total Fee 0.75 $600 $4648 $5248 1 $1100 $11620 $12720 1.5 $2400 $23240 $25640 2 $2800 $37184 $39984 3 $4400 $74368 $78768 4 $7800 $116200 $131790 6 $12500 $232400 $244900 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) — C. Water Meter — Permanent* 40 o D. Water Meter — Water only* — E. — * Refer to the Water Meter Fees in Bulletin Al Approved 09.25.02 Last Revised Jan. 2006 00 Total A through E $ Co O b (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ — B. Allentown Sewer (Ordinance 1777) $ C. R Water (Ordinance 1777) $ 500 % � A SSLSfyy,4/1 ) D. Special Connection (TMC Title 14) $ — E. Duwamish $ F. Transportation Mitigation $_ 1,2 8 5 G. Other Fees $ Vm4 S 44 Total A through G $ 6v ¢3 3 — (10) C•coco W A DUE WHEN PERMIT I ISSUED / (6 +7+8 +9+10) $ T2.9 1 9 � ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. 0.75" 2.5" Temporary Meter $300 $1,000 3 WI s o ff Parcel No.: 1157200170 Permit Number: D06 -284 Address: 14709 56 AV S TUKW Issue Date: 01/10/2007 Suite No: Permit Expires On: 07/09/2007 Applicant: PITZER HOMES, LOT I DESCRIPTION OF WORK: CONSTRUCTION OF 2103 SF SFR WITH 409 SF ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, WATER METER W /SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, AND UNDERGROUNDING OF POWER. Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 5204x06 Connection Charge: Y $60.00 $0.00 $0.00 Installation: Y $490.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $600.00 $0.00 $0.00 Cascade Water Alliance (RCFC): Y $4,848.00 $0.00 $0.00 TOTAL WATER FEES: $5,248.00 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -433 -0179 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us WATER METER INFORMATION METER #1 Steven M. Mullet, Mayor James F. Morrow, P.E., Director METER #2 METER #3 doc: WTRMTR D06 -284 Printed: 01 -10 -2007 Residential Sewer Use Lrtification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type iy 7XX SGI Sa. Property Street Address City State ZIP P/T2 OOZES, //it Owner's Name Owner's Mailing Address ,,,iik enAft/ wR City Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name j!{,t044 as- fear yb533 287'St (c3) G 3z- 9,s9 1/47 fins.e- Street Address Signature of Owner /Representative Print Name of Owner/Representativ 1057 (Rev. 10104) Whi State ZIP 'y6533 zee/` Cit. pent E wa 4t/4 noZZ City State ZIP Please check appropriate box: Zflingle- family (free standing, detached only) Multi - Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) ❑ 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units ❑ Mobile home space (1.0 RCE per space) No. of Spaces Residential Customer Equivalent (RCE) 1.0 x 0.64 = x 1.0 - 1.6 2.4 3.2 King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account it No. of RCEs Monthly Rate 6 Month Rate Sewer District Date of Sewer Connection S ide Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre - existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? ❑ Yes 2; Was building on Sanitary Sewer? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to ❑ Yes ❑ No F�ILa JUL 26 2olro PER IT CENTEk r _ If Multi- family, will units be sold Individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropoliran sewage face hies shall'e subd to Lapacity charge. The amount of the charge Is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge Is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of/corrected data for de rmjnatpn of a revised cagacityy harge. (4 - 07mP /Dee U7 /n/e4 i rlivirlenti Ay liggieUUICJ - King County Yellow — Local Sewer Agency Pink — Sewer Customer License Information License PITZEHI978Q4 Licensee Name PITZER HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602313880 Ind. Ins. Account Id Business Type CORPORATION Address 1 46533 284TH AVE SE Address 2 City ENUMCLAW County KING State WA Zip 98022 Phone 2536329159 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 11/24/2003 Expiration Date 11/24/2007 Suspend Date Separation Date Parent Company Previous License PITZECC993R6 Next License Associated License Business Owner Information Name Role Effective Date Expiration Date PITZER, JAMES M PRESIDENT 11/24/2003 Look Up a Contractor, Electrir;an 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. CUMBERLAND Bond Information Bond #2 Bond Company Name DEVELOPERS SURETY & INDEM CO Bond Account Number 544074C Effective Date 11/05/2004 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $ 12,000.00 Received Date 10/20/2004 https:// fortress. wa. gov /lni/bbip /printer.aspx ?License= PITZEHI978Q4 01/10/2007 x x x x x x x x x x x x