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HomeMy WebLinkAboutPermit D06-285 - Pitzer Homes - Lot 2PITZER HOMES LOT 2 14717 56 AV S D06 -285 ParcelNo.: 1157200171 Address: 14717 56 AV S TUKW Suite No: Tenant: Name: PITZER HOMES, LOT 2 Address: 14717 86 AV S , TUKWILA WA Owner: Name: JOHAL KARNAIL +SINGH GURPA Address: 17818 NE 116 ST , REDMOND WA 98052 Phone: 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 DEVELOPMENT PERMIT Contact Person: Name: JONATHAN M. HARKOVICH Address: 1201 MONS MR RD SW, STE 320 , RENTON WA 98087 Phone: 253 3154170 Contractor: Name: PITZER HOMES INC Address: 46533 84 AV SE , ENUMCLAW WA 98022 Phone: 253 -632 -9159 Contractor License No: PITZEHI978Q4 DESCRIPTION OF WORK: CONSTRUCTION OF 2103 SF SFR WITH 409 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, WATER ME173t W /SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, AND UNDERGROUNDING OF POWER. **continued on next page ** Permit Number: D06 -285 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 doc: IBC -10/06 006 -285 Printed: 01 -10 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Permit Center Authorized Signature: I hereby certify that I have read an governing this work will be compile 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 Permit Number: D06 -285 Issue Date: 01/10/2007 Permit Expires On: 07/09/2007 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 A it 1i��1 Date: OII Steven M. Mullet, Mayor Steve Lancaster, Director permit and know the same to be true and correc . All provisions of law and ordinances ther specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating cons tructi• • erform of ance �y I a authorized to sign and obtain this development permit. Signa % /ice �. ./7l � '. /, � �, Date: / Print Name: \ J 7 N1/4PS %-t 1 `I t- Fle5 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10/06 D06 -285 Printed: 01 -10 -2007 ParcelNo.; 1157200171 Address: Suite No: Tenant: 14717 56 AV S TUKW PITZER HOMES, LOT 2 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doe: 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.ci.tukwila.wa.us 8: All wood to remain in placed concrete shall be treated wood. PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. D06 -285 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 Tukwila Permit Center (206/431 - 3870). 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. 8: 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. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. D06 -285 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. 18: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the CityofTukwila 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 OP 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 15 %. 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 505.1) 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 011. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)5754407. 26: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 27: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (208)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. 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 311: I 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 D06 -285 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 33: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 16 %. 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. * *continued on next page ** doc: Cond -10/06 D06 -285 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 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 e performance of work. Signature / /' Print Name: doc: Cond -10/06 g-4tir, 41 i »/? 5 Date: G r ` C CZ DO6 -285 Printed: 01 -10 -2007 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 20 17412 SITE LOCATION / / may King Co Assessor's Tax No.: //S 72-00/7/ Site Address: / XX c TM „ye Sd . file /i /( .4 t to Suite Number: Floor: Tenant Name: New Tenant: ❑ .... Yes ❑ ..No Property Owners Name: / /MOE 5 /4/C Mailing Address: ag 533 Zell rfi/ S•E• Name: JZt 7 Mt/ fit / ot// Mailing Address: /2-0/ /1140.5/112 ,eoFJQ SA/ 3!�i A E -Mail Address: jinfa •awn we 67/curS7my <ois/ Company Name: ./ ZE,e hb/WE S //(/1. Mailing Address: '/ /4 fl/ r • Contact Person: S2- /A2 arm/ Company Name: Mailing Address: Contact Person: GA4f_l %"a ✓ Q/-ePelnl5 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 ** GGvf1 aNStrd.r/1#T5 22 y2/ N! • 201// 57/7 f' City' E -Mail Address: G/idt r,t fret 4 e/r r/7 i/. fir / *emits plus tiec plwas'permit application (7.2004) Page I Building Permit No. gc Mechanical Permit No Rit k Public Works Perm ?{ it No. (/ . ' LW Project,. No. P&G,- 123 (For Office use only) E2un e_C 4tit) Coy tt/4 State Day Telephone: 7 3 /5 - 5170 370 /-''j, wo/t/ /r/R ,9cf - 7 City Fax Number: /17C) ZZt -9227 GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) ,C -rvira /cv , 1 u✓ 14v.4 9lOZZ _ City State Zap Contact Person: s. //m 7)/7.2E2- Day Telephone: 1 / 253) 6 32 - 9/5 E -Mail Address: /.w /Zert 524e ore/ eat Fax Number: (3Co) lea 4' Contractor Registration Number: " 993.€6 Expiration Date: /2 - 26 —0 **An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF `= A1{ plans:n zest be wet tamped by Architect of Record Company Name: / a//L /,yj//'�Q Mailing Address: /96 3 , / sr mr BOGY!/ See. 6 ,c Mt T City State Zip Day Telephone: /253) x672- ZSe, E -Mail Address: Fax Number: ENGINEER•OF RECORD - All plans must be wet stamped by Engineer of Record h74 State Zip 4 n022- Zip /fa7N State . Zip Day Telephone: I' /2S) F1 2i Fax Number: (92 5: I% ` 3707 BUILDING PERMIT INFORMAwiON - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ / zC Existing Building Valuation: $ Scope of Work (please provide detailed information): 4' /lie /%/ S //VGGE- Gf%WW /6y /eE - S //J ✓t/G -f Gd /P>d 77W/,21 K- ,694/4j( ,/,f'_ Fau+v v/f /li/1/ L Ftwwffy, Gv,9L,t. 5 .4ru/) 4 /l .EG.t Will there be new rack storage? ❑ ..Yes No No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over l8 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): 2 ' //5 Floor area of principal dwelling: 21(13 Floor area for accessory dwelling: "Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 2 Compact: Handicap: Will there be a change in use? ....Yes ❑ ..No If "yes ", explain: 160/7/ [n ' /UFGv 4/ 5 /06NCG FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm Er..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑ ..No If "yes ". attach list of materials and storage locations on a separate 8 -1/2 x lI paper indicating quantities and Material Safety Data Sheets. bc"nit, pkts ic< ch.naec\pennn application (1.1001) Page 2 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC i Floor /y 777 vs ft , 3 2 Floor /324, 3 Floor Floors / thru 2. - 2-/0 5 Basement Accessory Structure Attached Garage /07 / Detached Garage Attached Carport Detached Carport ) Covered Deck Uncovered Deck BUILDING PERMIT INFORMAwiON - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ / zC Existing Building Valuation: $ Scope of Work (please provide detailed information): 4' /lie /%/ S //VGGE- Gf%WW /6y /eE - S //J ✓t/G -f Gd /P>d 77W/,21 K- ,694/4j( ,/,f'_ Fau+v v/f /li/1/ L Ftwwffy, Gv,9L,t. 5 .4ru/) 4 /l .EG.t Will there be new rack storage? ❑ ..Yes No No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over l8 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): 2 ' //5 Floor area of principal dwelling: 21(13 Floor area for accessory dwelling: "Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 2 Compact: Handicap: Will there be a change in use? ....Yes ❑ ..No If "yes ", explain: 160/7/ [n ' /UFGv 4/ 5 /06NCG FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm Er..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑ ..No If "yes ". attach list of materials and storage locations on a separate 8 -1/2 x lI paper indicating quantities and Material Safety Data Sheets. bc"nit, pkts ic< ch.naec\pennn application (1.1001) Page 2 PUBLIC WORKS PERMIT INFk — 206 -433 -0179 Scope of Work (please provide detailed information): WV& District ...Tukwila 0... Water District # 125 ❑...Water Availability Provided Ayer District V' ❑ ... Val Vue ❑..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. S ujrnitted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size -22" x 34 ") ❑...Technical Information Report (Storm Drainage) ..Geotechnical Report 0.. Traffic Impact Analysis ❑...Bond ❑..Insurance ❑..Easement(s) 0.. Maintenance Agrccmcnt(s) ❑...Hold Harmless Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours �❑� Right -of -way Use - No Disturbance 1I ...Construction/Excavation/Fill - Right -of -way Tae Non Right -of -way cubic yards 7.A3 cubic yards c /Total Cut t{Q...Total Fill Please refer to Public Works Bulletin #1 for fees and estimate sheet. V...Sanitary Side Sewer ❑...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection »enniis pluA\icc chanaebermu applkaiion (7-2004) ❑ 0 ❑ . ❑. Irrigation Domestic Water Call before you Dig: 1- 800 - 424 -5555 (SF2) . Abandon Septic Tank Curb Cut . Pavement Cut . Looped Fire Line Page 3 ❑ .. Highline 'Permanent Water Meter Size... 34/ " wo# 5Z0 ¢ w OCo ❑...Temporar Water Meter Size.. " WO# ❑ ... Water Only Meter Size " WO# 12...Sewer Main Extension Public / Private ®...Water Main Extension Public K Private ❑ ...Renton ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. ork in Flood Zone .. Storm Drainage ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑... Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billing to: f' /I - Zr, ? 46X715 5 , /N(, y6533 Zfe!' Name: Mailing Address: Water Meter Refund /Billing: Name: 4ZYL is ,91t!/E Number of Public Fire Hydrant(s) ❑...Sewage Treatment 5' Day Telephone: I ZS j to 32 -- / ' s J/ tltdra4 do 4 c9ZZ City State Zip Day Telephone: Mailing Address: City State Zip , Fixture ype: - Fixture Type: .. - Qty Fixture Type: Qty - Fixture Type: Bathtub or combination bath/shower Z Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets 3 Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic / Floor drain Sinks 3 Dental unit, cuspidor r 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 PL PIG' I Ci 4S `rk, fi er' ` 1: rSy -'a $3,. + � S , ar �. , � xa....,x PLUMBING AND GAS PIPING CONTKACFOR INFORMATION Company Name: "7T2E4 , iif/F5 are- Mailing Address: 45 3 3 fte`/ ' S Contact Person: V •/N ne E-Mail Address: p fxl6 OHO/ eint- - Contractor Registration Number: _ P/ /tetz-fll3Z4 Q:Upplisetiou.W Appliontion On Une3-2006 - Permit Appticmbn.doc Revised: 42006 bit Valuation of Project (contractor's bid price): $ /5; CGYJ Scope of Work (please provide detailed information): /}R "tete S //Y62t FWlslk 9 ,/49-Evota / fil/Cle la lneffa-v/ / €- , 4 v. A rAilt/ !x/4f ,9Y 40ittS ~4 .4ZpL Z; Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: f"/lllni flO t- at), / ( 1 sure Zip Day Telephone: ZS s/ 32- 967 Fax Number. (� 5(00) IfO +fete Expiration Date: /o -4-07 Page 5 of 6 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace<100K BTU I Air Handling Unit >10,000 CFM Fire Damper 0-3 HP/I00,000 BTU Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct I Thermostat ( 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct ( Water Heater ( 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment N`.ECHANICAL PERMIT INFO TION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: 782 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 ** Valuation of Project (contractor's bid price): $ % 2a N/ / //Yc� - .� Scope of Work (please provide detailed information): .S t!4 y / f �iD : -�'r� �D G °- , � t ea,:. ; " >- 2 ' 4 ." 4 ///Pe) aol- Gie, Use: Residential: New ....0 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 a 1 peen its 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. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: / y e <' nir t 1 -et Print Name : / futi4T/�//V /T /• AkciCD!// 4 Mailing Address: /2e'/ /104C % f,� /� t . 5 Sain& 370 / State Zip bermiu plu,\'icc chcng&Mrmu ryplici,ion (] 1 Page 4 Day Telephone: 253) 36' City Date: O 7/05,6 Date Application Accepted:: Date Application Expires: Dl i 2.L, ( - Staff Initials: / rifv- Doc: RECSETS -08 RECEIPT NO: R07 -00046 Payee: `PITZER HOMES, INC. SET TRANSACTIONS: Set Member Amount ACCOUNT ITEM LIST: Description 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: /h»»v.cLtukwila.wa.us Initials: JEM Payment Date: 01/10/2007 User ID: 1188 Total Payment: 30,738.94 SET ID: 1219 SET NAME: PIIZER LOT I D06 -284 9,861.44 ',:'t4 9,861.44 1306-286 9,861.44 M06 -160 175.56 M06 -161 101.50 M06 -162 175.56 PG06 -099 351.00 P006 -100 351.00 TOTAL: 30,738.94 TRANSACTION LIST: Type Method Description Amount Payment Check 2350 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 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 :k A 01/10 9T16 TOTAL 30738.9 Doc: RECSETS -08 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 'Iulkwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431 -3665 Web site: http: //wwwcLtukwila.wa.ur 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 Payment Date: 07/26/2006 User ID: 1165 Total Payment: 5,404.33 Initials: JEM Payee: PITZER HOMES, INC. SET ID: S000000531 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount D06 -284 D06 -285 D06 -286 M06 -160 M06 -161 M06 -162 PG06 -099 PO06 -100 TOTAL: TRANSACTION LIST: Type Method Description Payment Check 2236 ACCOUNT ITEM LIST: Description 1,726.89 1,726.89 1,726.89 36.39 17.88 36.39 66.50 66.50 5,404.33 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: Amount 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 7902 07/26 9716 TOTAL 5404.33 Steven M. Mullet, Mayor Steve Lancaster, Director Project: g/ e P O / WS ld 7 -Z Type of Inspection: r it/9 Address: / ,90 Date Called: Special Instructions: Date Wante • // /L.? 7 (a m p.m. Requester: Phone No: 2 53 - 24 ‘ - G9 9 . INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Da ,2955 PERMIT NO. (06)431.3670 1 4 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: rrN � (2,7,„ inee / 4/ I ❑ S` 00 REINSPECTION tEE REQII Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: • !. _ COMMENTS: 7 - , -(/. ?;/7 " , n, 9 / — ✓CCcr. 0 1 / /Li � C £ i re ICS ri n g / -- iw c / V Date Called: F ) F>t ,tia / /liyfic S / (9ii /s,c% � k r /)r' �,c i t - . /4 // _ / 9!i "$ fitiG Phone /. 65'59 � l Proje t: //TzCC /4,nn »s to Type of Inspection: \, - 77 r—,Nq/ Address: /z /7/ ) 5ti A/ S Date Called: Special Instructions: Date Wanted: / -z -U7 am' . Requester: Phone /. 65'59 Approved per applicable codes. I Receipt No.: , r: INSPECTION RECORD Retain a copy with permit 'Date: PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3f7 Corrections required prior to approval. Df //z Itr7 $58.00 REINSPECTIOM FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southce er Blvd.. Suite 100. Call the schedule reinspection. Project: P / /M 4i /2 Type of Inspection: \ lamnwfwt 4/ '2 Address: /L)/7 5 4v --5 Date Called: Specie Instructions: Date Wanted: /l -- 7 Requester: Phone No 253 266 - 61 5 5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 DV.Approved per applicable codes. Corrections required prior to approval. COMMENTS: J Date: i / - z .00 REINSPEC110 FEE REQUIRED. Prior o inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Proje`(ct��}` Type of ectio� j� / Addr s; , -7 �/ /� Date Called: Speciaal Date Wanted —.n a.m. - f Y Requester: Phone No: 1) INSPECTION RECORD Retain a copy with permit 7' .y INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3610 411 U `. U/ ..IfJ. e tnn Approved per applicable codes. El Corrections required prior to approval. f161Thn (Date: p7 07 J $58.00 REINSPECTIOI ' FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Pro' t:/ /�/ 117 r i( t7 //' Typf of Inspection /f • ! � �fi `, ,AZI Ad J . 717-t Sg A Date Called: Special Instructions: - Date Wanted `U7.'� p Requester: Phone No: INSPECTION RECORD Retain a copy with D:6'29 C INSPE ION 0. - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ..(2 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.37 COMMENTS: n-11 gf ( / 7An44 El Approved per applicable codes. Corrections required prior to approval. • $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project 'Type of Ins ctio • (lie ,{ Address: J O`-r c6 C Date Called: ✓ I Specie nstructions: Date Wanted• eZ a.m. p.m. "& 'Requester: Phone No: L � I Retain a copy with permit !iC INSPE 0. �. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION e- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- COMMENTS: Approved per applicable codes. INSPECTION RECORD Corrections required prior to approval. $58.00 REINSPECTION i=EE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection: !Receipt No.: (Date: Prof529 J (o, t t i / ,I. 4 e " Type of Inspection: Z 5 6 , 4 J / Address: / - 7 — s , ` eX tS ‘ Date Called: Special Instructions: Date Wanted _ ann,. � - z7 - a7 ( '1 Requester: Phone No: 1 z E PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. COMMENTS: fro-N ret- 4,,4.1:: A, .h td,f. 4•zr2-, / 5 . • ce ,.y. Tl El Approved per applicable codes. $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 ct: . _ /, Type of Inspection: , /,/ ddres : Date Called: Special Instr ctions: Date Wanted- -2- -7- a m . 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 -3E7 N: COMMENTS: Approved per applicable codes. El Corrections required prior to approval. 'Da te f ' 1i7 --( $58.00 REINSPECTI011 REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: ProJecctn �[ f dot Typ IIn ection: ^^77 �. Adddr r Date Called: ' 2/7 — dt � Special Instructions: Date Wanted ' �^j l/ / a.m. p'I Requester. Phone No: INSPECTION RECORD �y,� Retain a copy with permit DX 29C INSP ION NO. 'PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-36 0 OMMENTS: Approved per applicable codes. O Corrections required prior to approval. $58.00 REINSPECTION r E RBI RED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: P c : - "�R Naii4s LM Type of Inspection: =Li r Address: 1 1 -1711 467/10 S Date Called: Special Instructions: Date Wanted: (er 2` - 6 - 7 a:m Requester: Phone No 2_53- z «0- <5'S5 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ._ D3 6, -2E5 PER T (206)431 -36 11[i Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 558.00 REINSPECTIO4 REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: I Date: Project: ��/ yPr g0/ 2 ype of Inspection: /109/7 J AJ5 `- Address: / 7 �G 4v s Date Called: Special Instructions: Date Wanted: 4 — /9 b a. kequester: Phone No: 0 25 ' 3 - 2 6 .G — 65'5 5 INSPECTION RECORD Retain a copy with permit INSPECT 'N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 COMMENTS: riene /Mite Approved per applicable codes. El Corrections required prior to approval. $58. INSPECTION EE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: ^� Project: 40 / - ion: Type of In \sf , )7 Address: JJ i( t , �/ 7 /7�liJ i Date Called: Special fnsttuctions; Date Wanted:- a.lrt C/O—MO? m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 :CO Inspector: Approved per applicable codes. Ij Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: ti xi 4 6 (-E TO LOC tr7( A r'FR &A Type of t- {z 1 -b v 19 I `ao Prwrke !-f .a✓ - -CT/ 1 �)e(41 & &a C Ail Date Called: Special Instructions: Date W�nted:� .) M. Requester: Pro1eC ' ], ) 1 pr �� QyvV Z Type of t- {z 1 -b v Address: ' / S C Ail Date Called: Special Instructions: Date W�nted:� .) M. Requester: . // /� c .g :._ e 6lp_ /j5 / INSPE• ION NO. INSPECTION RECORD Retain a copy with permit u 1J MIT NO. i CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes 9 Corrections required prior to approval. (Receipt No.: ector: : Dat A/t��� I +na ., irrI ? �� 1 ':.00 REINSPECTION E REQUIRED! Prior o inspection, fee must be d at 6300 Southcenter Btvd., Suite 100. Call the schedule reinspection. (Date: Project: n / �T em / �7FI7 Q Type ofIIInnlspection� / /N. / 54/,/ Address: /' A / Date Called: Special Instructions: Date Wanted: a.m y —7/8-007 .m. Requester: Phone No: r5r -27 f INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Z16-2,-C Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: 9 $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: /w i Project: :> 76* 3`fLTy e of Inspection: /1/191//d Yt9 s`a.4 4-x /7 Address: Date Calle : Special Instructions: Date Wanted:. 1 / - 7,;3 1 07 p.m. Requester: Phone No� //39 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER (20 • )431.3 Corrections required prior to approval. COMMENTS: p A F ,* (Aimfi5 U el', 42 rem °Sc Jd> ,./�,- rn err C c-' vl Date: y 0 $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Praiict: - P/ r ydn s 2 Type of Inspection: rii SPAn/ Address: / 5t /1a S Date Called', Special Instructions: Date Wanted: • a.m Requester: Phone No: INSPE' ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 /I Approved per applicable codes. Corrections required prior to approval.' 4., INSPECTION RECORD Retain a copy with permit COMMENTS: Datt — 7 7 c7 Inspe ci • .00 REINSPECTION FE REQUIRED. or to inspection, fee must be id at 6300 Southcenter B vd., Suite 100. Call to sechedule reinspection. eipt No.: Date: 30‘ -2135 Projec 7 ! H6 HrGd fret A 492 I Type of Inspection: / In_ e � cti io on: re:04 / S a /l+rrrty Address?' 7/ s6 /lei s Date Called: E l special Instructions: Date Wanted:4m,, - /3 — a 7 p.m. Requester: Phone No: a, vG— S.3 / - Essz INSPECTION RECORD Retain a copy with permit INSPE NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 Vi Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: 11 A..t /u7 7 -1 ; -1J 00 REINSPECTION Id at 6300 fouthcent Receipt No.: EE REQUIRED. Prior to inspection, fee must be Blvd., Suite 100. Call to sechedule reinspection. Date: Proj ct: - r 1 76 " ge)n 5 Address; /91/7 rr Lief S Special/ Instructions: Type of Inspection: / alr r71A./,fitl 4/9 Date Called: Date Wanted: oZ - e 07 P.m. Requester: Phone No: V. s ba - 2$2.7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 t il Approved per applicable codes. INSPECTION RECORD Retain a copy with permit COMMENTS: 'Receipt No.: Date 6 b7 $58.00 REINSPECT ON FEE R D. Prior to inspection, fee must be paid at 6300 Southcenter Blv ., Suite 100. Call to sechedule reinspection. Date: Corrections required prior to approval. 2,1a6 5" 31 -3 Pr c • W)$ # nw ! 4 Type of Inspection: 4 •11 s: /� /7/ 7 ,_5 /ale S _764 Date Called: / Specia Instructions: Date Wanted 02 - G — 7 Vim., P.m. Requester: Ph n pnS yo: eza O - ens INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 PE Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4 3 . v r t 7 r<kls r A l frAr ? 7 * r2/uYI vrt) s lie fMspect r Date: 2. -t: - 7 if 58.00 REINSPECTIO FEE REQUIRE6. Prior to inspection, fee must be paid at 6300 Southcen er Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: =, . *. ,- COMMENTS: Type of lnspe ion: 2 s /i( lttintq. tya Or .6 Date Called: I/ 1007 .s.. u � A IL ' f Special Instructions: j St *Ar i CUB / 30 Min. ?fit) f 7 V / Cl f are _.1. -k-AN [1,-. ` Requester 1)'-1 P hone No: 0253-,264-6.79 t .. .tIgtt, 4-L.. -(0) „p Project-, Type of lnspe ion: Address: //1 . A ✓e S Date Called: I/ 1007 Special Instructions: j St *Ar i CUB / 30 Min. ?fit) f 7 V / Cl f are Date Wanted: r' 1' 1 /67 ( 2 Requester 1)'-1 P hone No: 0253-,264-6.79 po El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit k_ixo .dgs PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3670 Corrections required prior to approval. Inspector: 'Date: , 5)97 kesi $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: Proj � fz9 r - ,lei 4g Type of Ins ection: rct rinC< Address: /V7/ so ave S Date Called: II II Io Special Instructions: C C41 I 0 r) ZOr+, I v. MI 4J , - 1 O inspect >, Date Wanted: it /� 11 7 p.m. Requestec - A l7 Phone No: COMMENTS: Miffbriernall 1 nan� ;I . MEP= .• !��.�� ,. .. pts INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. 0 Corrections required prior to approval. L 'Date: lq) /0) ;58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. 'Receipt No.: 'Date: Projec • 14 t2e (-- Jo-i✓. a Type of Inspection: C'c ei 5 Address: , 17 5' 4ve 5 Date Called: /�/a7 09 y Special Instructions: / pv /ih ,( 1 y , o y0, >:,,,, 1 X,uI to ( f)j pec f)L?r. Date Wanted: o9// 7/c.7 a m. .m. Request n o Phone No: as 3 -dt - 67S2 INSPECTION RECORD Retain a copy with permit d7O4 - 285 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 y- Approved per applicable codes. Corrections required prior to approval. COMMENTS: RiOV i !%t i7 cue hepi(s rc! m iL (I(, /f UJcr L C Pcof "vv) Inspector: 'Date: $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: Project: PitzP I rneS -At a Type of Inspection: (1)01? Address: [y7 /7 g AA S Date Called: CVO 7/07 Specia Instructions: Date Wanted: 00/0/07 n p.m. Req stet: U111 Rrizer Phone No: ,2 3 -a&6- 69S9 ` INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. COMMENTS: fp.fn 01( Inspector: 'Date: $58.011 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. / k ) Date: 'Receipt No.: INSPECTION RECORD Retain a copy with permit PERMIT NO. El Corrections required prior to approval. Projectr 0 er - Act a Type of Inspection: CCA- Address: 7/7 56 �✓G S Date filled: O f rte/ f0 7 Special Instructions: Date Wanted: a.m. Requester: Phone No 9 a & to" 6959 INSPECTION RECORD Retain a copy with permit D34-0A5 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: (7 V 13 ( - 7 1 - 75 / 1 .4 G El Corrections required prior to approval. Inspector: 'Date: El $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: Projpcti n A Type of Inspection: Address: 77 Date Called: at/fv,g Special Instructions: O 2 Date Wanted: �9 a / /WOl a.m. P.m. Reque te h / �/ Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit DO:2-z7 r PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 j Approved per applicable codes. i ) Corrections required prior to approval. COMMENTS: 414D1 C &u,1 Lt" PUl_ 5 L Sizw -CAI 44 . f oe pa Ee 7 f1OL :1e (f w 4 ` il( 'Cast (sw , uK , Inspector: 641 r ate 24V67 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: Projes Type of Inspection: Address: Y Date Called: O 7 / 1 Special Instructions: L 2 Date Wanted: � � 1 L " ' c/a / O .. a.m. p.m. Reque t ei r: t � Ef� W Phone No: So ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Corrections required prior to approval. COMMENTS: 9- 160 P w, C (, 41 b. S, 64-0 t 4 6< 4 Inspector: 6 K I '{ Date: ((( (w $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 1Date: Project: %A �?i Type of Inspection: (' �nv rv4 Qik)� SuC tc. Date Called: a I \z Itri A ddress: Vy Stn'" PvtcS Special Instructions: Date Wanted: �t 3.22; 3.22; 12> t6T" m. "P- 1 Requester: p t Phone No: (Zt.)1/4.,\9?,t- SS5a • st C Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit 6I( 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: 2113/07 D. C. T1 -ttttL4 e 1 Date: 2/ (3k7 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: Project: P Tze k Nimes Lan Type of Inspection: GC c /� csjGc + FrL Oep Address: P-170? Suite #: S A ✓. 5 Contact Person: IOari 0 C. oet Special Instructions: Pre -Fire: Phone No.: 0253 -24C. G9S9 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: / Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form. Doc 1/13/06 °Or 28.5 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 - 4407 ri Corrections required prior to approval. COMMENTS: �G nr�1 OP e •-• Srrij /c s 7 /c1 t ol/ Inspector: 9(,) S/5" Date: NA /o 7 Hrs.: e$80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from t e Ci of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 M SCALE • 'Err rune A NOT TO SCALE I bY I dots 1 n 6' DEPRESSED CURB /DRIVE WAY SECTION 1--- 5% TOP OF CURB AT DRIVEWAY 1 1.111..11111.11117.1am^01 June 1, 2007 City of Tukwila Department of Community Development 6300 Southcenter Blvd. Ste #100 Tukwila, WA 98188 Re: Residence at 14717 56 Ave S Permit #D06 -285 To the Person Concemed: Regarding the above referenced project, please note the following. I have been informed that at the rear of the home, where the lot slopes downward, the crawl space has a depth of about 90 inches. This creates a condition where the holdowns specified for the associated shear walls cannot be directly connected to the foundation. The contractor has remedied this situation by installing holdown straps at the main floor level tying the main story shear walls to the crawl space stud walls, which are then secured to the foundation by the specified embedded holdowns. In my opinion, this construction achieves the structural integrity intended by the lateral force engineering design. An additional detail suggested by the contractor is to create a storage area in the crawl space with a treated wood floor with windows in the wall directly below a window and sliding glass door in the main story above. This will require installation of headers over the proposed openings to transfer main floor loads to the foundation. The headers should be 4 x 8 DF #2 at a minimum. The construction described in the paragraphs above is here with approved and certified by the undersigned. Note that I am licensed in Civil and Structural engineering in the State of Washington. Sincerely, Emerson R. Denney, PE WA Lic #9788 RECEIVED AUO 2 0 2007 DEPARTMENT DENNEY ENGINEERING, INC. 38809 191" Ave SE Auburn, WA 98092 Phone & Fax (253) 939 -1373 lv —/--09 PIONEER ENGINEERING, INC. Geotechnical Engineering • Earth Science • Water Resources Mr. Karnail Johal 17818 NE 116 Street Redmond, WA 98052 Subject: Geotechnical Engineering Study Jackson Short Plat 147xx - 56 Avenue South Tukwila, Washington PEI Project No. G619 June 7, 2006 r- c SUMMARY P. 0. Box 33628, Seattle, WA 98133 Phone: (206) 427 -9118 • Fax: (206) 306 -2982 FILE COPY Permit No. PW03 -005 REVIEWED FOR CODE COMPLIANCE _ it nnnfl"CO l DEC 1 5-2006, Of TUkwIIa BUILDING DIVISION 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. LIT RE RECEIVED A SEP 112006 PERMIT CENTER INCOMPLETE LTR# •-'15. 3 PXrZZS June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 2 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 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) BACKGROUND The site is an undeveloped property, situated near the top of a slope descending westerly. We understand the site encompasses four urban Tots and an access roadway with a hammerhead tumaround. 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. 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 obtained to provide recommendations for the proposed development of new residential dwelling units and for the stability improvement of the hammerhead tumaround. To achieve the purpose, the scope of our services specifically comprises the following items: 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 will be visually classified. 2. Evaluate the stability of the supporting system for the hammerhead tumaround, and provide recommendations for necessary measures to revamp its stability. PIONEER ENGINEERING, INC. June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 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. lune 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 147th Street by 93 feet) notched off from its NE comer. A paved access roadway and a hammerhead tumaround connect four lots to South 147th 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 close 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, 8 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 (Qt). PIONEER ENGINEERING, INC. June 7, 2006 is Geotechnical Engineering Study PEI Project No. G619 Page 5 w r 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, sift, 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 y support for foundations with minimal settlements expected. SUBSURFACE SOIL CONDITIONS W 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 W 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 Ir 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 pits and test hole is presented on Figures 4 to 5 Test Pit Logs and Figure 6 Test Pit and Test Hole Logs. W GROUNDWATER CONDITIONS Very-light groundwater seepage was encountered at a depth of 4 feet in one of five test pits W 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 im 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 W use, and other factors. SUBSURFACE CONTAMINATION Ir M M W 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. IN 0 June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 6 r DISCUSSIONS AND CONCLUSION In Based on the soil and groundwater conditions encountered in our subsurface exploration, it is our conclusion that, from a geotechnical engineering viewpoint, the site is suitable for the IN 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 provide adequate lateral support and drilling weep holes in the ecology block wall to enhance its W drainage. W 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" parcel and near the SW r 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 W on a Type 2 slope. With proper planning, prudent design, and meticulous workmanship, the W 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 W seepage toward the buildings and reduce the risk of the hydrostatic pressure buildup behind foundation walls and below on -grade slabs. IM SLOPE STABILITY W 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 W 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 r 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 r PIONEER ENGINEERING, INC. It 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 tumaround, 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 area' during construction, concentrated stormwater 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 mot ball zones. PIONEER ENGINEERING, INC. a Is June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 8 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. IN SEISMIC CONSIDERATIONS The Puget Sound region is located in a zone of high susceptibility to seismic hazards. The 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 ru structures should follow those in 2003 Intemational Building Code (2003 IBC). Based on the 2003 IRC, the site is located in a zone of Seismic Design Category D2 (Seismic Design V 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 Iw Design Parameters, Version 3.10; USGS Open -File Report 01 -437) accompanied with the above building codes, and they are listed below: Regional Earthquake Ground Motion for the 0.2- Second (Short Period) Spectral Response Acceleration (5 of Critical Damping) S 1.406 g Ylr Regional Earthquake Ground Motion for the 1- Second Spectral Response Acceleration (5 of Critical Damping) S, 0.737 g Site Coefficient F a as a Function of Site Class and Mapped Spectral Response Acceleration at a Short Period (S F a 1.00 Site Coefficient F„ as a Function of Site Class and Mapped Spectral Response rr Acceleration at a 1- Second Period (S F„= 1.52 SITE WORK W 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 r"' 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 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 PIONEER ENGINEERING, INC. W June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 9 r boundary of the site to prevent sediments from being transported into lower adjacent properties or onto the street. M RETAINING STRUCTURES The soldier pile wall with timber lagging will serve as a permanent retaining structure, located Aw immediate downslope of the hammerhead turnaround. Retaining walls free to displace and rotate at the top should be designed using an active soil pressure of 40 pounds per cubic foot IM (pcf) of Equivalent Fluid Density (EFD) for the soldier pile wall, assuming the backfill is well drained and level. Two feet of equivalent soil surcharge should be added to the active soil pressure while taking into consideration of traffic loading on the hammerhead turnaround. 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 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 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 y 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. W A subdrain system should be installed behind the wall to prevent the buildup of hydrostatic In pressure. This drainage system should consist of a drain mat (Miradrain G100N or equivalent) placed to the full depth of the wall with a minimum overlap of 12 inches, and hydraulically IN 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 3/4 -inch in size) and covered with 4 inches of the same gravel. The contractor should ensure the drain line to have a positive gradient to generate flow by gravity. as W PIONEER ENGINEERING, INC. Is N fr June 7, 2006 Geotechnical Engineering Study PEI Project No. 6619 Page 10 rr ROCKERIES as Not Applicable. FOUNDATION SUPPORT rr The foundations of the proposed buildings should be bearing on natural soil deposits of Vashon Till. Individual spread footings are generally used to support columns, and continuous strip Im footings to support bearing walls. For footings constructed as recommended above, our design criteria for spread footing foundations are summarized in the following: Yr Allowable soil bearing pressure should be no more than 2, 250 psf on mediurp -dense weathered Vashon Till, not exceeding 2,750 psf on dense fresh Vashon Till; no more than 2, 000 psf on adequately compacted structural rill placed over either one of the r above Vashon Till deposits. Minimum depth to bottom of perimeter footing below adjacent exterior finish grade W 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. jy 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. y 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 kW 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 IN purposes. The foundation wall should be designed to have a minimum factor of safety equal to 1.7 against sliding and overtuming.failures. r N PIONEER ENGINEERING, INC. IN • June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 _ . Page 11 SITE GRADING AND EARTHWORK RECOMMENDATIONS 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. a June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 12 ENGINEERED FILL AND COMPACTION No Engineered fill (or structural fill) is a tens of describing the material placed under footings, on- .grade floor slabs and pavements, or used to construct highway embankments. Its composition rm 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, W and organic and other deleterious substances. It should consist of clean soils and meet the gradation specified below: rr U. S. Standard Stevo Sbx' Percent of Passing by Dry,Weight y 4 in. 100 No. 4 I 75-100 No. 200 3-50 Iv The excavated till soils generally meet the above criteria and can be used as engineered fill, but 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) 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 a' conjunction with aeration. Ilk 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 (Modred Proctor Method) as follows: Ir Applicable Area Maximum Pry Soil Density Under Footings 95% Under Parking and Driveway 95% for upper 3 feet, 90% below Under on -Grade Floor Slab 95% for upper 2 feet, 90% below Foundation Wall Ball 95% for upper 2 feet, 90% below Utility Trench Backfill 95% for upper 4 feet, 90% below roc M PIONEER ENGINEERING, INC. W June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 13 EXCAVATION SLOPES Unsupported temporary cut slopes should not be greater than the limits specified by local, state, and federal govemment safety regulations if worker have to perform the construction work in the foundation and utility trenches. 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:1V in random fill, topsoil, and brown silty sand, 3/4H:1V in weathered or fresh Vashon 1911. 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 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. Permanent fill or cut slopes should have an inclination no steeper than 21.1:1V. We recommend 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. TEMPORARY SHORING WALLS Not Applicable. REINFORCED SOIL STRUCTURES Not Applicable. STRUCTURE AND FOUNDATIONS Our geotechnical recommendations for retaining structures are addressed in RETAINING STRUCTURES' for foundation walls and footing design in FOUNDATION SUPPORT. FLOORS The on -grade floor slab should be placed on fiml, 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 PIONEER ENGINEERING, INC. 0 June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 14 w minimum 4 -inch -thick layer of free- draining 7/6 -inch crushed rock containing no more than 3 w 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 IN 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. IW 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 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 IW 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. rW PAVEMENTS iw The access roadway and hammerhead turnaround have been paved. The recommendations 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 w 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 1r 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 ty 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 rr PIONEER ENGINEERING, INC. rr June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 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 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 pipesltrenches 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. r June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 y Page 16 HAZARDS w See recommendations provided in SLOPE STABILITY and SEISMIC CONSIDERATIONS sections for the mitigation of potential geologic hazards. Irr BUILDING SETBACK W+ 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 ro 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. Ir ADDITIONAL FIELD SERVICES Ctr We recommend that PEI be retained to perform a general review of the final design and 1y 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 Im 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 IN the event subsurface conditions differ from those anticipated prior to start of construction. W is w PIONEER ENGINEERING, INC. June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 17 Attachments: Figure 1 — Vicinity Map Figure 2 — Site and Exploration Plan 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 Respectfully submitted, PIONEER ENGINEERING, INC. Joseph Wu, P.E. Consulting Geotechnical Engineer PIONEER ENGINEERING, INC. 1 EXPIF€312/29/ 200G 1 0 re 0.2 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 j DATE 6/1/06 FIGURE 1 SCALE : I "n 50' W .2 s. M-D" 5T. I OT4 PIONEER ENGINEERING, INC. Geotechnical Engineering - Earth Silence - 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 5096 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. 4 SIEVE SAND MORE THAN 50% OF COARSE FRACTION PASSING PASSING NO. 4 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% SILT AND CLAY UQUID 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 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: SOIL MOISTURE INDICATORS: 1. FIELD CLASSIFICATION BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488. THE TOUCH. 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY. BASED ON ASTM D2487. MOIST - DAMP, BUT NO VISUAL WATER. 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO BASED ON INTERPRETATION OF BLOW -COUNT DATA, THE TOUCH. VISUAL APPEARANCE OF SOILS, AND/OR TEST DATA. 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 PROJ. NO. 6619 (DATE 6/1/06 FIGURE TEST PIT NO. TP -1 Logged By: JW Date: 5/31/06 Ground Elev. 228.0' ± Depth ft USCS Soil Description Sample (N) _ Blows/ W % Other Test Type No. — _ _ _ SM _ _ SM _ _ SM Brown, silty, medium SAND, concrete rubble, coarse to fine _ - gravel, slightly moist, loose. (FILL) _ _ _ _ _ ___ Tabrown, silty, _ fine SAND, trace organics, moist, loose. _ (R _ ELIC TOPSOIL) ____________________/- _ _-_ -_-_ _ _ _ _ _/- Brown, • s • med SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. (weathered VASHON TILL) _ _ _ _ _ _ _ _ _ r Light -brown, silty, medium SAND, some coarse to fine gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) B B 1 2 _ — — 10 _ ^ Test pit terminated @ 10 ft; no groundwater seepage encountered excavation. TEST PIT NO. TP -2 Ground Elev. 220.0' ± Logged By: JW Date: 5/31/06 Depth Sample (N) Blows/ ft. W % Other Test R USCS Soil Description Type No. _ — Gray silt chunks, concrete rubble, brown silty sand, coarse gravel, slightly moist, loose. (FILL) — — ^ 10 — SM SM _ _ SM Tan - brown, silty, fine SAND, trace organics, moist, loose. (RELIC TOPSOIL) Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium (weathered VASHON TILL) _ _ _ _ _ _ _ _ Light- brown, silty, medium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) B B 1 2 — Test pit terminated © 9.5 ft; no groundwater seepage encountered excavation. LEGEND: SS - 2" O.D. Split-Spoon Sample GROUNDWATER: EU 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 I FIGURE 4 TEST PIT NO. TP -3 Logged By: JW Date: 5/31/06 Ground Elev. 226.0' t Depth m USCS Soil Description Sample (N) Blows/ W % Other Test Type No — — _ _ 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 © 9 ft, no groundwater seepage encountered excavation. TEST PIT NO. TP-4 Ground Elev. 224.0' t Logged By: JW Date: 5/31/06 Depth Sample (N) Blows/ W % Other Test ft USCS Soli Description Type No. _ Plastic bags, concrete rubble, brown silty sand, rusty steel, slightly moist, loose. (FILL) _ —\ — _ 10 m SM _ _ _ SM Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. (weathered ON TILL) _(w__VA i _ _ _ _ _ ar _ _ a _ l, _ so _ e _ Light- brown, ilty, medium SAND, some cose grvem cobble, cemented, moist, dense. (fresh VASHON TILL) r _ — Test pit terminated el 9.5 ft no groundwater seepage encountered excavation. LEGEND: SS - 2" O.D Split -Spoon Sample GROUNDWATER: ST - 3" 0 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 Silence • Water Resources PROJ. N0. G619 I DATE 6/1/06 (FIGURE 5 TEST PIT NO. TP -5 Logged By: JW Date: 5/31/06 Ground Elev. 213.0' t Depth R USCS Soil Description Sample (N) • Blows/ W % Other Test Type No. — _ - 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 (weathered VASHON TILL) _ _ _ _ / Light - brown, silty, medium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) 10 _ Test pit terminated a 9 ft; Tight groundwater seepage encountered @ 4 ft during excavation. TEST HOLE NO. TH -1 Ground Elev. 223.0' t Logged By: JW Date: 5/31/06 Depth Sample (N) Blows/ , W % Other Test ft. USCS Soil Description Type No _ _ _-\ _ _- _ _ _ SM _ __(weathered SM Plastic bags, concrete rubble, brown silty sand, _ rusty ste_el,slightlymoist,loose. (FILL) _ _ _ _____ Brown, silty, medium SAND, trace orange staining, some coarse gravel, occasional cobble, moist, medium - dense. VASHON TILL) _ _ _ _ _ _ _ _ _-_/- Light-brown, silty, medium SAND, some coarse gravel, some cobble, cemented, moist, dense. (fresh VASHON TILL) r 10 — Test pit terminated g 8.5 ft; no groundwater seepage encountered when digging. LEGEND: SS - 2" O.D. Split-Spoon Sample GROUNDWATER: W Seal ST - 3" 0.D Shelby -Tube Sample Water Level B - Bulk Sample ' 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. 0619 I DATE 6/1/06 I FIGURE 6 EXIST. GRADE • • 4 • 3000 PSF 40(H +D) PSF 1 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 Applicable) 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 D1557 (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 I DATE 6/1/06 I FIGURE 8 • FILE COPY r Lateral Load Analysis for: Designs Unlimited Plan 21035/A/2 King County Default Per 2003100 using Qiat v 4.0 Seismic Design Data (Equivalent Force) Importance Factor 1.0 50 and Sd .84,1.50 Site Class D Sd1 and SDs 0.56,1.00 Seismic Design Category D Force resisting System W5P Shear Walls Design Base Shear 6.7x, 6.&'y Cs 0.110 (A5D) R 6.5 (05B) Wind Data (Simplified Method, 10 psf min controls design) Exposure 'B' Wind Speed 85 mph (3 sec) Snow Load 25 psf May 21, 2006 RECEIVED CITY OF T11KWILP SEP 112006 PERMIT CENTER rlons, :ze . CODE CO COMPLIANCE E 4- A nennucrj DEC 182005 C Of n' la G DIVISION J This lateral design has been personally reviewed by me and it is in full compliance with the 2003 International Building Code. 1 0NAL INCOMP ETE LTR# v 4 A Walls Hol downs Struts X t Story : 1 1 05 -21 -2005 21O3SA2 2 40.0 3 52.0 7/16" Wood Structural Panel w/ led Box C Gr III reifies 1 1 Simpson Strong -Tie oldown] C Gr II Species CCC Simpson Cnnctr ] if-Exceeds maximum table value C 32.0 1 9 Walls Holddowns Struts Story : 2 85-21 -2006 2103892 2 40.0 E 7/18" Wood Structural Pane w/ 104 fax CGr I enies r 1 E 1 Species ] E Simpson Strong-Tie Holdown] t+ E Simpson Cnnctr ] m- Exceeds maximum table value @ CWA CONSULTANTS, P.S. STRUCTURAL ENGINEERING BUILDING CODE .:ONSULTANTS 8675 E. Caraway Road, Port Orchard, WA 366 871 -5 c3 gefert- 44 libv 5 5 cor.s÷ coAcu. 4194, fW ft 1*€46 • 1 FAX: (36�1)$7I - i : u .cwa@verizon.net �G s 2 � Fva ,pP envy W > 46 ti Fait, 214/ 664 140c9 catoi RA. Ftert) API) 1 4 w 1 ' EXPIRES 03 - 16 - an I 2t Nierznc*c e 05 v Rocs bi J- 3 }O.ISNTH(,,, I2" PCM Jk,) $ Comm iJ uoo5 Ferru-sx., -F 2 -4 e or- z* 14 -A 10 1 Col cgs ham- ctilicut 8n d — [ 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 Aneas YYail o aaG [ 7/16" Wood Structural u1 1 -- - -' ' 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) (Klf 7/16" OSB(1) l0d @ 6 5/8" @ 64 16d @ 7 A35 @16 w /12 -8d 0.2 MMUI 1.11 1.0 rl riririri rl r-1 7/16" OSB(1) l0d @ 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 W 7/16" OSB(1) 10d @ 2 5 /8" @ 12 16d @ 3 A35@ 9 w /12 -8d 0.6 .. 7/16" OSB(2) 10d @ 4 5/8" @ 24 2 -16d @ 5 2- A35 @15 w12 -8d 0.70 7/16" OSB(2) 10d @ 3 5/8" @ 24 2 -16d @ 4 2- A35 @12 w12 -8d 0.90 7/16" OSB(2) 10d @ 2 5 /8" @ 16 2 -16d @ 3 2 -A35@ 9 w12 -8d 1.20 d — [ 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 r1VSUVW11 oclleuule Simpson Strong Simpson 2006 J L Ui -Tie Holdownl Catalog ] 111 bpecles J - Foundation Level x Type Stud Fastner Anchor Cap Detail # Type to Stud Bolt Kips Number .-i N M di lfl l0["- co el f STEM (2)2x (24) 16d - -- 2.37 STHD10 (2)2x (28) 16d - -- 3.73 STHD14 (2)2x (38) 16d - -- 5.03 PHD6 (2)2x (18)5D23 7/8 "¢ 5.48 HD8A 4x (3)7/8 "0 7/8 "0 6.35 HDUB 4x (20)SDS2 7 /B "0 7.18 HDC10 /22 4x (24)SDS2 7/8 "0 8.43 HDUll 4x (30)SD52 1" 0 9.70 HD15 6x (5) 1" 0 1 -1 /4 "¢ 13.80 = L noLuOWJ1 bcaeuuse [ Simpson Strong -Tie [ Simpson 2003 Catalog J L ur Holdown ] ] 111 bpeci.eS J Other Levels HD Type Stud Fastener Tie Cap Detail # Type to Stud Rod Kips Number .-i N M di lfl l0["- co el f CS18(36 ") 2x (18)10d - -- 1.27 (2)CS20(36 ") (2)2x (18) 8d ea - -- 2.01 (2)C$18(36 ") (2)2x (18)104 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)164 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 STHD8RJ for STHD8, STHD10RJ 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 rr I /TT Snecies [ 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. uLay Ot.Lut. Simpson Cnnctr [ Simpson 1996 OL.Lacuuic J j Catalog DS Conn Drag Fastner Thru Cap Note # Type Strut to Cnnctr Rod Kips No. 4 toUQW W0xbill 24 " -CS16 DBL TOP PL (22) -10d -- 1.65 1 (2)24 " -CS16 DBL TOP PL (22) -10d ea -- 3.30 1 (3)24 " -CS16 4x 6 (22) -10d ea -- 4.95 1 155 "- CMST14 4x 6 (88) -10d -- 6.79 1 202 "- CMST12 4x 6 (118) -10d -- 9.64 1 (2) -HD14A 4x 6 ea (4)- 1" 0 1" 0 11.08 2 (2) -HD15 6x10 ea (5)- 1" 0 1 -1/4 "0 15.30 2 (4) -HD10A 6x10 ea (4) -7/8 "/ 7/8 "0 19.80 2 (4) -HD15 6x10 ea (5)- 1" 0 1 -1 /4 "0 30.61 2 rr I /TT Snecies [ 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 2 1 1 0.4 0.066 2 2 1 0.3 0.039 1 1 1 1 2 3 1 1 2 0.3 0.8 0.5 * Exceeds table capacity - None required 0.067 0.181 0.009 For SW Selection Seismic Value Adjusted per FN a Table 2305.3.3 SW HD 0.090 1 0.054 1 0.100 1 0.282 2 0.021 1 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 LtHD RtHD 1 2 selection based on file: W7HF10BW.TBL selection based on file: HCWA.TBL OCWA.TBL For SW Selection Wind Value Adjusted per 2306.4.1 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 z 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: ManualIBC BSF Y -Axis = 0.110 BSF X -Axis = 0.110 Snow Factor = 0.250 WIND DATA: ManualIBC Wind Exposure = B Wind Speed = 85 Structure = Encl /Unencl Imp Factor = 1.00 _ WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 of 5 Load Summary i( to Y (( 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 Story 2 Story 1 Designs Unlimited Time : 09:03:46 Date : 05 -15 -2006 = = = INPUT DATA - Walls 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 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 2 of 5 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 INPUT DATA - Diaphragms WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 3 of 5 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 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) WALLS Parallel to Y -Axis Story 2 Redundancy Factor 1.00 Ln 1 1.3 2.4 Wall 1 0.066 0.126 0.4 0.0 1.0 Ln 2 1.3 2.4 Wall 1 0.039 0.075 0.3 0.0 0.0 Story 1 Redundancy Factor 1.00 Ln 1 2.0 4.2 Wall 1 0.067 0.140 0.3 0.0 0.0 Ln 2 2.2 4.7 Wall 1 0.181 0.395 0.8 0.0 1.7 1.9 2.6 Ln 3 0.2 0.5 Wall 2 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 Roof Level Lines 1 2 1.3 Level 1 Lines 1 2 1.3 Lines 2 3 0.6 LINES Parallel to X -Axis Roof Level Lines A C 0.8 Level 1 Lines A B 0.3 Lines B C 0.4 OUTPUT DATA - Diaphragms and Chord Forces WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 5 of 5 H Dia Load Seismic Shear Wind Shear Chord Force - -- Seismic Wind Left Right Left Right Max at W (Kips) (Kips) (Kif) (Klf) (Klf) (Klf) (Kip).xxL to Y -Axis 2.51 4.80 0.04 -0.04 0.08 -0.08 0.7 .50 1.50 3.60 0.02 -0.02 0.06 -0.06 0.6 .50 0.34 1.08 0.01 -0.01 0.03 -0.03 0.1 .50 2.36 3.20 0.03 -0.03 0.04 -0.04 0.3 .50 0.52 1.08 0.01 -0.01 0.01 -0.01 0.0 .50 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 * * * * * * * * ** Detailed Calculations * * * * * * * * ** WALLS Parallel to Y -Axis Story 2 Line 1 Wall 1 Height 8.0 SW Len 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 Seismic Wall Force: 1.253 OTM 11.026 Uniform DL: 0.020 Header DL : LT 0.000 RT 0.000 Max Down LT -0.580 RT -0.580 Res Moment: LT 21.479 RT 21.479 Holddown LT -0.550 RT -0.550 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 . WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 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 Story 1 Line 2 Wall 1 Height 9.0 SW Len 12.0 HD Len 12.0 Wt 0.015 Seismic Wind Wall Force: 2.174 4.740 OTM 20.364 42.660 Uniform DL: 0.080 0.080 Header DL : LT 0.000 RT 0.000 LT 0.000 RT 0.000 Max Down LT -1.697 RT -1.697 LT -3.555 RT -3.555 Res Moment: LT 13.158 RT 13.158 LT 10.372 RT 10.372 Holddown LT 0.601 RT 0.601 LT 2.691 RT 2.691 Story 1 Line 3 Wall 2 Height 9.0 SW Len 18.0 HD Len 18.0 Wt 0.015 Seismic Wall Force: 0.169 OTM 2.725 Uniform DL: 0.080 Header DL : LT 0.000 RT 0.000 Max Down LT -0.151 RT -0.151 Res Moment: LT 29.605 RT 29.605 Holddown LT -1.493 RT -1.493 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 Force: OTM 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 A Wall Force: OTM 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 . Wall 1 Height 8.0 SW Len Seismic 0.283 2.426 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 2 Height 8.0 SW Len Seismic 0.378 3.235 0.180 LT 0.000 RT 0.000 LT -0.809 RT -0.809 LT 2.040 RT 2.040 LT 0.299 RT 0.299 Wall 3 Height 8.0 SW Len Seismic 0.283 2.426 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 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 WALLS Parallel to X -Axis Story 2 Line C Wall 2 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 Story 2 Line C Wall 3 Height 8.0 SW Len Seismic Wall Force: 0.353 OTM 3.032 Uniform DL: 0.180 Header DL : LT 0.000 RT 0.000 Max Down . LT -0.758 RT -0.758 Res Moment: LT 2.040 RT 2.040 Holddown LT 0.248 RT 0.248 Wall 4 Height 8.0 SW Len Seismic 0.353 3.032 0.180 LT 0.000 RT 0.000 LT -0.758 RT -0.758 LT 2.040 RT 2.040 LT 0.248 RT 0.248 Wall 1 Height 9.0 SW Len Seismic 0.504 5.002 0.100 LT 0.000 RT 0.000 LT -0.715 RT -0.715 LT 4.894 RT 4.894 LT 0.015 RT 0.015 Seismic Wall Force: 0.936 OTM 9.290 Uniform DL: 0.100 Header DL : LT 0.000 RT 0.000 Max Down LT -0.715 RT -0.715 Res Moment: LT 16.879 RT 16.879 Holddown LT -0.584 RT -0.584 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 3 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 4.0 HD Len 4.0 Wt 0.015 Wind 0.478 3.821 0.036 LT 0.000 RT 0.000 LT -0.955 RT -0.955 LT 0.836 RT 0.836 LT 0.746 RT 0.746 4.0 HD Len 4.0 Wt 0.015 Wind 0.478 3.821 0.036 LT 0.000 RT 0.000 LT -0.955 RT -0.955 LT 0.836 RT 0.836 LT 0.746 RT 0.746 7.0 HD Len 7.0 Wt 0.015 Wind 0.749 6.741 0.100 LT 0.000 RT 0.000 LT -0.963 RT -0.963 LT 3.858 RT 3.858 LT 0.412 RT 0.412 Wall 2 Height 9.0 SW Len 13.0 HD Len 13.0 Wt 0.015 Wind 1.391 12.519 0.100 LT 0.000 RT 0.000 LT -0.963 RT -0.963 LT 13.305 RT 13.305 LT -0.060 RT -0.060 Designs Unlimited Time : 09:03:47 Date : 05 -15 -2006 WALLS Parallel to X -Axis Story 1 Line B 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 . Story 1 Line C Wall Force: OTM Wall 1 Height 9.0 SW Len Seismic 0.781 9.170 0.100 LT 0.000 RT 0.000 LT -0.287 RT -0.287 LT 102.272 RT 102.272 LT -2.909 RT -2.909 Wall 1 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 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 Uniform DL: 0.100 Header DL : LT 0.000 RT 0.000 Max Down LT -1.089 RT -1.089 Res Moment: LT 4.894 RT 4.894 Holddown LT 0.390 RT 0.390 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 4 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 4.0 HD Len 4.0 Wt 0.015 Wind 0.667 6.000 0.100 LT 0.000 RT 0.000 LT -1.500 RT -1.500 LT 1.260 RT 1.260 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 RT 0.000 LT -1.500 RT -1.500 LT 1.260 RT 1.260 LT 1.185 RT 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 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 1 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to Y axis LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD Story Line Wall 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 Designs Unlimited Time : 09:03:54 Date : 05 -15 -2006 == SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to Y axis Story Line Wall RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD ft ft K K 2 1 1 0.00 19.00 0.00 0.22 WOODCAD QLAT (Pro V4.0) File: 2103SA2 Page: 2 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 LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD Story Line Wall 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 ■taFFimmtezi • PLAN 2103S/A/2 DINING ROOM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 =1164 BeamChek v20051icensed to: Designs Unlimited Reg # 8101 -1456 4x 10 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 2.9 In R2= 2.9 in DL Defl 0.01 in 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 BEAM -1 Prepared by: TD Fv (psi) LL Dell 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 ± (psi) PLAN 2103S/A/2 KITCHEN Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 769 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area BEAM -2 Prepared by: TD 4x 6 HF #2 Lu = 0.0 Ft 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 Defl 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) 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) Uniform LL: 238 Fv (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 LL Defl E (psi x mil) Uniform TL: 380 = A Uniform Load A SPAN =4 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 4/11/06 R2 = 769 Fc! (psi) PLAN 2103S/A/2 MASTER BATH Selection Conditions Data Attributes Actual Critical Status Ratio Values Justme R1 =157 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area Section (in') Shear (in') TL Defl (in) Fb (psi) Dads Uniform LL: 38 BEAM -3 Prepared by: TD R1= 0.4 in R2= 0.4 in DL Defl 0.02 in LL Defl 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 95 # Reaction 2 LL 2.98 # Reaction 1 TL 157 # Reaction 2 TL 15 # Maximum V 157 # 197W Max V (Reduced) 139 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 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) 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 Uniform TL: 60 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 157 PLAN 2103S/A/2 MASTER BEDROOM Selection Conditions a(0 Attributes Actual Critical Status Ratio Values ,4diustments Loads 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 Defl 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 '# Max V (Reduced) 785 # L/240 TL Actual Defl L/701 L / 360 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% Fb (psi) Fv (psi) LL Defl 0.05 0.17 OK 32% 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 Uniform LL: 238 Uniform TL: 380 = A Uniform Load A SPAN =5 FT Uniform and partial uniform loads are lbs per lineal ft. /\ R2 =962 PLAN 2103S/A/2 BEDROOM -2 BEAM Selection Conditions ada Attributes Actual Critical Status Ratio Values Adjustments toads R1 = 228 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.6 in R2= 0.6 in DL Defl 0.04 in Section (in Shear (in TL Defl (in) Fb (psi) Uniform LL: 50 BEAM -5 Prepared by: TD LL Defl 0.06 0.18 OK 34% Fv (psi) E (psi x mil Uniform TL: 80 = A Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 4/11/06 Beam Span 5.5 ft Reaction 1 LL 138 # Reaction 2 LL Beam Wt per ft 2.98 # Reaction 1 TL 228 # Reaction 2 TL Bm Wt Included 16 # Maximum V 228 # Max Moment 314 '# Max V (Reduced) 204 # TL Max Defl L / 240 TL Actual Defl L / 629 LL Max Defl L / 360 LL Actual Defl L / >1000 138 # 228 # 7.15 2.95 OK 41% 12.25 2.04 OK 17% 0.10 0.28 OK 38% /\ R2 = 228 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 2103S/A/2 BEDROOM -2 WNDW HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 157 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: 38 BEAM -6 Prepared by: TD 4x 4 HF #2 Lu = 0.0 Ft R1= 0.4 in R2= 0.4 in DL Defl Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Deft 5.0 ft 2 98 # 15# 197'# 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 Deft L / >1000 Reaction 2 LL Reaction 2 TL 95 # 157 # Ev (psi) LL Defl 0.02 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% 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 Ibs per lineal ft. Date: 4/11/06 R2 = 157 Fc I (psi) PLAN 2103S/A/2 BEDROOM -3 BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments /\ R1 = 207 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.5 in' R2= 0.5 in DL Defl Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Deft 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 1240 TL Actual Defl L / 837 L / 360 LL Actual Defl L / >1000 125 # 207 # Section (in Shear (in TL Defl (in) BEAM -7 Prepared by: TD LL Defl Date: 4/11/06 0.03 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 L oads Uniform LL: 50 Fv (psi) E (psi x mil) Uniform TL: 80 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 207 Fc I (psi) PLAN 2103S/A/2 BEDROOM -3 WNDW HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 157 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area BEAM -8 Prepared by: TD 4x4 HF #2 Lu = 0.0 Ft R1= 0.4 in R2= 0.4 in' DL Defl Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Deft LL Max Defl 5.0 ft 2.98 # 15 # 197 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 # Section (ins) 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) Uniform LL: 38 Fv (psi) LL Defl SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 4/11/06 0.02 in E (psi x mil) R2=157 Uniform TL: 60 = A Uniform Load A 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 PLAN 21038/A/2 ENTRY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments 1.oads R1 = 1338 BeamChek v2005 Iicensed to: Designs Unlimited Reg # 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 Beam Span Beam Wtperft 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 11 1338 # Reaction 2 TL 37 # Maximum V 1338 # 2008'# Max V (Reduced) 1069 # L / 240 TL Actual Defl L / 801 L / 360 LL Actual Defl L / >1000 825 # 1338 # Section (in Shear (in TL Defl (in) Fb (psi) Uniform LL: 275 BEAM -9 Prepared by: TD Fv (psi) LL Defl 0.03 in 30.66 21.80 OK 71% 25.38 10.69 OK 42% 0.09 0.30 OK 30% 0.06 0.20 OK 28% 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: 440 = A Uniform Load A SPAN =6 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 4/11/06 R2=1338 Fc I (psi) PLAN 2103S/A/2 LIVING ROOM Selection Conditions D Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1072 BEAM BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 8 HE #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 2.6 in' R2= 2.6 in' DL Dell Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 7.0 if 6.17 # 43 # 1875'# L / 240 L / 360 Reaction 1 LL 658 # Reaction 1 TL 1072 # Maximum V 1072 # Max V (Reduced) 887 # TL Actual Defl L / 735 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 658 # 1072 # Section (in') Shear (in') TL Defl (in) 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) 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 BEAM -10 Prepared by: TD Fv (psi) LL Defl E (psi x mil) Uniform TL: 300 = A Uniform Load A SPAN = 7 FT Uniform and partial uniform bads are Ibs per lineal ft. Date: 4/11/06 0.04 in R2 = 1072 Fc L (psi) PLAN 2103S/A/2 LIVING ROOM WNDW HDR Selection Conditions Data A dbutes Actual Critical Status Ratio Values Adjustments Lock /\ R1 = 309 BeamChek v20051icensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area Section (in') BEAM -11 Prepared by: TD R1= 0.8 in' R2= 0.8 in DL Defl Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.0 ft Reaction 1 LL 189 # Reaction 2 LL 2.98 # Reaction 1 TL 309 # Reaction 2 TL 18 # Maximum V 309 # 463'# Max V (Reduced) 279 # L / 240 TL Actual Defl L / 390 L/360 LL Actual Defl L/638 189 # 309 # Shear (in TL Defl (in) Fb (psi) Uniform LL: 63 Fv (psi) LL Defl Date: 4/11/06 0.07 in 7.15 4.36 OK 61% 12.25 2.79 OK 23% 0.18 0.30 OK 61% 0.11 0 20 OK 56% 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 Uniform TL: 100 = A Uniform Load A SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. ^ R2 = 309 PLAN 2103S/A/2 REC ROOM S.G.D. Selection Conditions Data /Ittdbutes Actual Critical Status Ratio Values Adjustments oads R1 = 2403 BeamChek v200511censed to: Designs Unlimited Reg # 8101 -1456 BEAM -14 Prepared by: TD Date 4/11/06 4x 10 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 5.9 in R2= 5.9 in' DL Defl 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 It 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 Defl (in) Fb (psi) Uniform LL: 590 Fv (psi) LL Defl 0.02 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% 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 Ibs per lineal ft. R2 = 2403 Fc I (psi) PLAN 2103S/A/2 BEAM AT POST ENTRY Selection Conditions ata Attributes Actual Critical Status Ratio Values Ad ustments Loa s n R1 = 54 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BEAM -12 Prepared by: TD 2x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area 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 Dell (in) 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) 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 WA 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 11: 60 = A Uniform Load A SPAN = 1.75 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 4/11/06 R2 = 54 Fc1 (psi) PLAN 21035/Al2 DECK BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments cads R1 = 2101 BeamChek v20051icensed to: Designs Unlimited Reg # 8101 -1456 6x12 HF #2 Lu = 0.0 Ft NDS2001 Min Bearing Area Section (in') BEAM -13 Prepared by: TD R1= 5.2 in' R2= 5.2 in' DL Defl 0.03 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 11.5 ft Reaction 1 LL 15.37 # Reaction 1 TL 177 # Maximum V 6040'# Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Defl 1725 # Reaction 2 LL 2101 # Reaction 2 TL 2101# 1751 # L/737 L /898 1725 # 2101 # Shear (In') TL Defl (in) 121.23 107.38 OK 89% 63 25 18.76 OK 30% 0.19 0.58 OK 33% 0.15 0.38 OK 40% Fb (psi) Uniform LL: 300 Fv (psi) LL Defl E (psi x mil) Base Values Base Adjusted 675 675 140 140 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 N/A 1.00 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 Fc I (psi) PLAN 2103S/A/2 LAUNDRY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Pt loads. R1 = 397 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area BEAM -15 Prepared by: TD R1= 1.0 in' R2= 1.9 in' DL Defl 0.01 in Date: 4/11/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Dell 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 Defl L / >1000 L / 360 LL Actual Defl L / >1000 160 # 785 # Section (in') Shear (in') TL Defl (in) B =776 Fb (psi) Uniform LL: 160 1.5 Fv (psi) LL Defl 7.15 3.46 OK 48% 12.25 7.26 OK 59% 0.01 0.10 OK 15% <0.01 0.07 OK 5% 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 Uniform TL: 200 = A Point TL Distance Uniform Load A B SPAN = 2 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 785 PLAN 2103S/ Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads /A/2 R1 = 914 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 2.3 in R2= 2.3 in DL Defl 0.03 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.0 ft 4.68 # 28 # 1371 '# L /240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl Section (In Shear (in TL Defl (in) Fb (psi) Uniform LL: 240 BEAM -16 Prepared by: TD Fv (psi) 720 # 914 # 914 # 774 # L/512 L/650 LL Defl 17.65 14.89 OK 84% 19.25 7.74 OK 40% 0.14 0 30 OK 47% 0.11 0.20 OK 55% 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: 300 = A Uniform Load A SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 4/11/06 R2 = 914 Reaction 2 LL Reaction 2 TL Fc I (psi) 720 # 914 # PLAN 2103S/A/2 GARAGE BEAM Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments R1 =5104 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 Min Bearing Area 5-118x 19 -112 GLB 24F -V4 DF /DF Lu = 0.0 Ft Loads Uniform LL: 410 BEAM -17 Prepared by: TD R1= 7.9 in' R2= 7.9 in DL Defl Section (in') Shear (in TL Defl (in) Fb (psi) Fv (psi) LL Defl E (psi x mil) Uniform TL: 513 = A Uniform Load A SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 0.07 in Suggested Camber 0.10 in Beam Span Beam Wt Bm Wt Included Max Moment TL Max Dell LL Max Defl 19.0 ft Reaction 1 LL 3895 # Reaction 2 LL 24.28 # Reaction 1 TL 5104 # Reaction 2 TL 461 # Maximum V 5104 # 24245 W Max V (Reduced) 4231 # L / 240 TL Actual Defl L / 826 L / 360 LL Actual Defl L / >1000 3895 # 5104 # 324.80 125.99 OK 39% 99.94 26.44 OK 26% 0.28 0.95 OK 29% 0.21 0.63 OK 33% /\ R2 = 5104 Fc I (psi) 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 PLAN 2103S/A/2 O.H.G.D. HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads I Point LL 62 Pt loads: R1 = 946 BeamChek v2005 licensed to: Designs Unlimited Reg It 8101 -1456 Overhang, Min Bearing Area BEAM -18 Prepared by: TD R1= 1.5 in R2= 2.4 in DL Dell Date: 4/11/06 3 -118x 12 GLB 24F -V8 DF /DF Lu =0.OFt Lu @OH =0.OFt 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 / 360 314 # 946 # 983 # Max V (Reduced) 924 # TL Actual Defl L / 812 LL Actual Defl L / >1000 Reaction 1 LL Reaction 1 TL Maximum V Reaction 2 LL 638 # Reaction 2 TL 1532 # Overhang Length 1.0 ft Total Beam Length 17.25 ft OH TL Actual Defl 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% -0.05 0.10 OK 46% -0.01 0.07 OK 21% Fb (psi) Fv (psi) LL Deft 0.07 0.54 OK 13% E (psi x mil) Base Values Base Adjusted 2400 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 CI Stability @ OH 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Uniform LL: 40 Point TL Distance 6 =242 2.5 C = 484 8.0 D = 242 13.75 F = 180 (OH) 1.0 Uniform TL: 50 = A Par Unif LL Par Unif TL 240 K = 360 (OH) Uniform Load A IKI 0 S D BACKSPAN = 16 25 FT OH TL Defl Fc I (psi) R2 = 1532 OH = 1 FT OH LL Defl (Uniform Ld on Backspan) Start End 0 1.0 Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. PLAN 2103S/A/2 BEAM UNDER STAIR Sel Conditions Data Attributes Actual Critical Status Ratio Values Adjustments R1=382 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BEAM -19 Prepared by: TD Date: 4/11/06 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) LL Defl 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) Fv (psi) E (psi x mil 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 L oads Uniform LL: 180 Uniform TL: 225 = A Uniform Load A SPAN = 3.35 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 382 PLAN 2103S/A/2 STORAGE HDR Selection Conditions Attributes Actual Critical Status Ratio Values Adjustments /oads R1 =285 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 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# 178 '# 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 # LL Defl <0.01 0.08 OK 12% Fb (psi) Fv (psi) E (psi x mil 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% 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 -20 Prepared by: TD Uniform TL: 225 = A Uniform Load A SPAN = 2.5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 R2 = 285 Fc I (psi) PLAN 21035 BDRM -5 HDR Selection Conditions Da a Attributes Actual Critical Status Ratio Values Adjustments Loads / A/2 AN 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 Dell LL Max Defl 2.5 ft 2.98 # 7# 354 '# L / 240 L / 360 Reaction 1 LL 450 # Reaction 1 TL 566 # Maximum V 566 # Max V (Reduced) 434 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 450 # 566 # Section (in Shear (in TL Defl (in) Fb (psi) Uniform LL: 360 BEAM -21 Prepared by: TD Fv (psi) LL Defl 7.15 3.33 OK 47% 1225 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 AN R2 = 566 Fc1(psi) PLAN 2103S/A/2 BDRM -5 HDR Selection Conditions Pate Attribu Actual Critical Status Ratio Values Adiustments Loads Point LL 225 Pt loads: i R1 = -262 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 10 HF #2 Lu =0.OFt Lu @OH =O.OFt Overhang, Uplift @ R1, NDS 2001 Min Bearing Area Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft 7.87 # 55 # 2032 YO L / 240 L/360 Section (In') Shear (in TL Defl (in) 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) 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= 0.00Ft Uniform LL: 40 Point TL Distance F = 440 (OH) 2.0 R1=- 0.6in R2= 5.3 in BEAM -22 Prepared by: TO Reaction 1 LL Reaction 1 TL Maximum V -146 # -262 # 1592 # Max V (Reduced) 1148 # TL Actual Defl L / < -1000 LL Actual Defl L / < -1000 Uniform TL: 50 = A Par Unif LL Par Unif TL 390 K = 568 (OH) Date: 4/11/06 Reaction 2 LL Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl OH LL Actual Dell LL Defl OH TL Defl OH LL Defl Fv (psi) E (psi x mil) Fc I (psi) (Uniform Ld on Backspan) Start End 0 2.0 Uniform Load A K R2 = 2143 BACKSPAN = 5 FT OH = 2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 1351 # 2143 # 2.0 ft 7.0 ft L / >1000 L / >1000 PLAN 2103S/A/2 REC RM DR HDR Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads 1 n R1 = 1294 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 3.2 in R2= 3.2 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 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 # Section (in Shear (in TL Defl (in) 17.65 17.57 OK 100% 19.25 10.57 OK 55% 0.12 0.25 OK 46% 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 LL: 410 BEAM -23 Prepared by: TD LL Defl 0.09 0.17 OK 55% Uniform TL: 513 = A Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/11/06 n R2 = 1294 Fc1(psi) PLAN 21035/Al2 LAUNDRY DR HDR Selection Conditions NDS 2001 Min Bearing Area Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 571 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BEAM -24 Prepared by: TD L 4x4 HF #2 Lu = 0.0 Ft Section (in') 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 2.98 # 8# 381 It L / 240 L / 360 Reaction 1 LL 454 # Reaction 1 TL 571 # Maximum V 571 # Max V (Reduced) 447 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 454 # 571 # Shear (in TL Defl (in) 7.15 3.59 OK 50% 12.25 4.47 OK 36% 0.03 0.13 OK 23% 0.02 0.09 OK 27% Fb (psi) Base Values Base Adjusted 850 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: 340 Fv (psi) LL Defl E (psi x mil) 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 ! (psi) 21035/A/2 GARAGE Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments /.oads R1=921 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 8 HF #2 Lu = 0.OFt NDS 2001 Min Bearing Area R1= 2.3 in R2= 2.3 in Section (in') Shear (in') TL Dell (in) Fb (psi) BM25 Prepared by: M.A. Fv (psi) E (psi x mil) Uniform TL: 174 = A Uniform Load A SPAN = 10.25 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/28/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 10.25 ft 6.17 # 63 # 2360* L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Dell 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% R2 = 921 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 21035/A/2 GARAGE Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments 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 Deft 8.0 ft 4.68 # 37 # 1425 L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Deft 713 # 713 # 631 # L / 369 Reaction 2 TL 713 It Section (in') Shear (ins) 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 ads Uniform TL: 174 = A Uniform Load A SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 713 Fc I (psi) 2103S/A/2 GARAGE Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments loads R1 = 2042 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3 -118x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 3.1 in' R2= 3.1 in' BM27 Prepared by: M.A. Date: 5/23/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 8.75 ft 6.83 # 60 # 4468 W L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 2042 # Reaction 2 TL 2042 # 2042 # 1692 # L / 584 Section (in') Shear (in') TL Defl (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) 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 TI.: 460 = A Uniform Load A SPAN = 8.75 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 2042 Fc I (psi) 2103S/A/2 ENTRY election Conditions Data Attributes Actual Critical Status Ratio Values Adju s tm ents Loads R1 = 213 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 BM28 Prepared by: M.A. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 2.17 ft 2.98 # 6# 115 L / 240 Reaction 1 TL 213 # Maximum V 213 # Max V (Reduced) 155 # TL Actual Defl L / >1000 Reaction 2 TL 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% Fb (psi) Fv (psi) 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: 193 = A Uniform Load A SPAN = 2.17 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 4/28/06 R2 =213 Fcl (psi) 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 Dell 7.0 ft 4.68 # 33 # 641 W L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Dell 366 # 366 # 318 # L / 939 Reaction 2 TL 366 # Section (in') Shear (in TL Dell (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 WA 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) 12 -06 -2006 JONATHAN M. HARKOVICH 1201 MONSTER RD SW, STE 320 RENTON WA 98057 RE: Permit Application No. D06 -285 1471756 AVSTUKW 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. Sincerely, . A M 3 tnilit shall cian xc: Permit File No. D06-285 City of Tukwila • e 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 October 12, 2006 Jonathan Harkovich 1201 Monster Rd SW, Ste 320 Renton, WA 98057 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D06 -285 Pitzer Homes, Lot 2 —14717 56 Av S Dear Mr. Harkovich: This letter is to inform you of corrections that must be addressed before your development permits) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the 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 206 431 -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. Sincere end File No. D06 -285 arsha / / /// clinician P:Uennifel.Corrtction Letters \2006,D06 -285 Cmrtccon L NLDOC jem 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 206 -431 -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 - 285 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PROJECT: Pitzer Homes — Lot 2 a.k.a. Johal / Jackson — 4 Lot Short Plat 14717 — 56 Ave. South Parcel No. 115720 -0171 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 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -285 Pitzer Homes, Lot 2 —14717 56 Av S Dear Mr. Harkovich: 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: Buildina 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. Enclosures File: D06 -28$ City of Tukwila P:Vennifer\Incomplete Lettersl2006'.D06 -265 Incomplete Ltr #I .DOC jem Steven Al. 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 ' Determination of Completeness Memo Date: July 27, 2006 Project Name: Pitzer Homes, Lot 2 Permit #: D06 -285 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 orioinal 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. July 28, 2006 Jonathan M. Harkovich 1201 Monster Rd SW, Ste 320 Renton, WA 98057 Dear Mr. Harkovich: Sincerely, hall t Tbch lician Enclosures File: D06 -28$ City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -285 Pitzer Homes, Lot 2 — 14717 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: Buildinp 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:VenniferUncomplete Letters t2006\D06 -285 Incomplete Ltr #I.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: Pfizer Homes, Lot 2 Permit #: D06 -285 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Alien 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 induding 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 concerning the above requirements, contact the Building Division at 2061331 -3670. No further comments at this time. June 7, 2006 Geotechnical Engineering Study PEI Project No. G619 Page 15 DRAINAGE &/ ✓f6 7 ! ,mar" 7tre v,z gam ' %e 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 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. ACTIVITY NUMBER: D06 -285 PROJECT NAME: PITZER HOMES, LOT 2 SITE ADDRESS: 14717 56 AV S DATE: 10 -30 -06 Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works D AV/ Z -13 -049 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 HERMIT COORD COPY ‘, PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ Approved with Conditions ❑ Plann vision Lai TUES/THURS ROUTING: Please Route 1Z Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DATE: Permit Coordinator DUE DATE: 10-31-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: LETTER OF COMPLETENESS MAILED: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 11-28-06 Not Approved (attach comments) ri Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW El Staff Initials: ACTIVITY NUMBER: D06 -285 DATE: 09 -11 -06 PROJECT NAME: PITZER HOMES, LOT 2 SITE ADDRESS: 14717 56 AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Issued DEPARTMENTS: Aide/ 1-I Build[ g Division rg Complete Comments: Approved ❑ Notation: Publi_ _c Works ��� Structural ❑ Permit Coordinator .441.190 DETERMINATION OF COMPLETENESS: (rues., Thurs.) Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ Pw ❑ Staff Initials: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete ❑ Fire Prevention Approved with Conditions ❑ Not Ap proved (attach comments) Bldg ❑ Fire ❑ Ping)g[ PWVI Plan [vision DUE DATE: 09-12 -06 DATE: Not Applicable ❑ ❑ No further Review Required Staff Initials: (h.-- DUE DATE: 10-1 O-7 ACTIVITY NUMBER: D06 -285 DATE: 07 -26 -06 PROJECT NAME: PITZER HOMES, LOT 2 SITE ADDRESS: 14717 56 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: vision Public Works Complete ❑ Comments: Approved ❑ Notation: REVIEWER'S INITIALS: Documenls/rouling slip.doc 228-02 - PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP cu fro/ e i- t Fire Prevention Ex Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Permit Center Use Only INCOMPLETE LETTER MAILED: t'4!& LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldggl Fire ❑ Ping ❑ PW ❑ Staff Initials: —� DUE DATE: 07-27-06 No further Review Required DATE: DATE: Planning Division ,® Permit Coordinator ❑ Not Applicable ❑ n DUE DATE: 08-24-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: • Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Pitzer Homes, Lot 2 Project Address: 14717 56 Av S Contact Person: (To4¢1$1 j//4 AgetM/eti Phone Number: Z 3/5-3/70 Summary of Revision: Itau s//r Afeti if/148$wt' S elailisteSW 40 OS 7 05401tw15' • 4*/,3 7 c# YJI. Atv-.g neeslg2. nritd s Diememic At s i✓.ssu6 at7 oP bwn Rr-e n smote 4 I it aA' Sheet Number(s): 9 City of Tukwila "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Permits Plus on I D 3O -o (0 'applicationsVorms•applications on linerevision 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. CITY cFTUKWILA Steven M. Mullet, Mayor Steve Lancaster, Director OCT 3 0 2006 ENTE Date: 0,0 City of Tukwila Department of Community Development 6300 Southeenter 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 REVISION SUBMITTAL 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 -285 Steve Lancaster, Director ® Response to Incomplete Letter # 1 REC,E1V@D ❑ Response to Correction Letter # CITY OF TUKWILA ❑ Revision # after Permit is Issued SEP 1 1 2906 ❑ Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER Project Name: Pitzer Homes, Lot 2 Project Address: 14717 56 Av S Contact Person: trft0M7i t/ iD1 i Summary of Revision: /,tlFJ ✓ 574 Mee fig ?" /N mq' iv ,,K/ JTdka tS £ \applications\ forms - applications on lineVevision submittal Created: 8 -13 -2004 Revised: Phone Number: (759 3iC'3/70 ,ELY /NfShfA/f P oTfG4v /C Sheet Number(s): /6 C/ //S "Cloud" or highlight all areas of revision including date of revision tR,[eceived at the City of Tukwila Permit Center by: 14 Entered in Permits Plus on n hi la/ 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. PROJECT NAME PERMIT # 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 ( )4117 — ,c1vs=.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 2. Enter total construction cost for each improvement 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) GRADING Plan Review and Permit Fees Enter total excavation volume 20 Enter total fill volume '1.o 1 category: /000 000 94 .Ge Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. 250 (1) '225 00 �.1 A $ (4) $ — ( cubic yards cubic yards TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION f 00 (1 +4 +5) $D The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% dr1EGEIVED Total Plan Review Fee. CITY OFTURWILF JUL. 2 6 2006 PERMIT CENTER tt&D rflZ QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 –100 $37.00 101 – 1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 – 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 – 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 000 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PFV may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ — (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 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 $ ZZ S - (6) $ Z 3 ' ! � (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2006 - 1231.2006 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* 4* o D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ " B. Allentown Sewer (Ordinance 1777) $ C. 'Ryon -1441 Water (3relirranee474.74- $ S 0 i SS S &S ) D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ 28 s G. Other Fees $ (eg8 /Total A through G $ (0'4 33- (10) � 5 411)6. t /4 (Aaice) DUE WHEN PERMIT IS ISSUED (6 +7+8 +9+10) $ 7Z 91 14 Total A through E $ o 0 0 This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Last Revised Jan. 2006 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE Temporary Meter 0.75" 2.5" 3 $300 $1,000 (9) Applicant: PITZER HOMES, LOT 2 Water Meter Size: Quantity: Water Meter Type: 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 Parcel No.: 1157200171 Permit Number: D06 -285 Address: 14717 56 AV S TUKW Issue Date: 01/10/2007 Suite No: Permit Expires On: 07/09/2007 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. METER #1 0.75 0 0 1 0 0 PERM Work Order Number: 5204w06 Steven M. Mullet, Mayor James F. Morrow, P.E., Director METER #2 METER #3 Connection Charge: Y $50.00 $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 $4,648.00 $0.00 $0.00 doc: WTRMTR 006 -285 Printed: 01-10-2007 Residential Sewer Use L,jrtification 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 /y7 XX S''Sso. Property Street Address Titer -4- WA City State P/1Z6,e M1wa /N6 Owner's Name <16573 mil' S t>�• Owner's Mailing Address 4i4ifia Mei f City State ZIP 42'x3)6 3Z- 96 7 Ow is Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): (/ /fil t'na Name 94533 znm' Se Street Address City /WOO ZIP F/1dl a94/ Gf/fI' groz-z- State ZIP Residential Customer Equivalent (RCE) 1.0 Please check appropriate box: //Single- family (free standing, detached only) Multi - Family (any shared walls): D Duplex (0.8 RCE per unit) D 3 -Plex (0.8 RCE per unit) D 4 -Plex (0.8 RCE per unit) D 5 or more (0.64 RCE per unit) No. of Units D Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 — If Multi - family, will units be sold Individually? D Yes 0 No 1057 (Rev. 10/04) Print Name of Owner/Representa r # x 0.64 = Al 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate 6 Month Rate netwa Sewer District Date of Sewer Connection Subdivision Name Building Name Side Sewer Permit Number Required: Property Tax Parcel Number King County Lot Number Block Number Signature of Owner /Representativ / . �7�T Tin P#T ?&)Date 07 2.946 Its — King County Yellow — Local Sewer Agency Pink — Sewer Customer Department of Natural Resources and Parks Wastewater Treatment Division Subdivision Number Please report any demolitions of pre - existing building on this property. Credit for a demolition may be given under some circumstances. ��// Demolition of pre - existing building? DYes I�rvo Was building on Sanitary Sewer? D Yes . 0 No Sewer disconnect date: Type of building demolished? RECEIVED Request to apply demolition credit toTrIRI gtJi p(( $ D Yes D No JUL 26 2006 PERMIT CENTER If yes, will this property have a Homeowner's Association? D Yes 0 No ' - a ie r Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropoF if an s age l ilities stlArbe sIect tole capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206.884 -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 rf corr - cted dat. •r • -te - 'nation of a revised capacity cha e. 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, Electric; 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 mamtain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond a2 Bond Company Name DEVELOPERS SURETY & 1NDEM 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 CUMBERLAND 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