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HomeMy WebLinkAboutPermit D06-063 - Majestic Homes - Lot 1MAJESTIC HOMES LOT 1 13225 38 AV S D06 -063 CITY OF TUKWILA DEPT. OF CO).,.',IUNITY DEVELOPMENT 63C0 CCUTHCENTER CLVD. TUKWILA, WA 90188 Parcel No.: 7340600930 Permit Number: D06 -063 Address: 13225 38 AV S TUKW Issue Date: 08/11/2006 Suite No: ?? Permit Expires On: 02/07/2007 Tenant: Name: MAJESTIC HOMES, LOT 1 Address: 13225 38 AV S, TUKWILA WA Owner: Name: SECURE CAPITAL INC Address: PO BOX 25127, SEATTLE WA, 98125 Phone: DEVELOPMENT PERMIT Contact Person: Name: JOHN TAMBURELLI Address: 1201 MONSTER RD SW, STE 320, RENTON WA, 98055 Phone: 206 920 -2220 Contractor: Name: MAJESTIC BUILDERS Address' 1201 MONSTER RD SW, STE 330, RENTON WA 98055 Phone: 425 235 -6600 Contractor License No: MAJESB *954ME Expiration Date:07/25 /2007 PERMIT CENTER DESCRIPTION OF WORK: CONSTRUCTION OF 2536 SF SFR WITH 462 SF ATTACHED GARAGE AND 140 SF UNCOVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, GRADING, STORM DRAINAGE, DRIVEWAY ACCESS, STREET USE, AND UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $239,387.94 Fees Collected: $5,374.85 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: V -B Occupancy per IBC: 22 doc: IBC - PERMIT "continued on next page" D06 -063 Printed: 08 -11 -2006 CITY OF TUKWILA DEPT. SOUTHC NDER CLVD. TUKWILA, WA 93188 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 90 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: / /jA1 111/1 Signature: Print Name: Oak+ a DP. PERMIT CENTER Permit Number: D06 -063 Issue Date: 08/11/2006 Permit Expires On: 02/07/2007 Date: al LI itA, I hereby certify that I have read and xa i d t is permit and know the same to be true and correct. All provisions of law and ordinances governing this work will c m 'e with, whether 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 constructio he perfor3ance of work. I am authorized to sign and obtain this development permit. Date: s / / / / This permit shall become null and voitl 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. doe: IBC - PERMIT D06 -063 Printed: 08 -11 -2006 Parcel No.: 7340600930 Address: 13225 38 AV S TUKW Suite No: Tenant: MAJESTIC HOMES, LOT 1 City hi Tukwila 1: ***BUILDING DEPARTMENT CONDITIONS*** Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us PERMIT CONDITIONS Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -063 Status: ISSUED Applied Date: 0212412006 Issue Date: 08/11/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an Ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum doc: Conditions D06-063 Printed: 08 -11 -2006 19: ***FIRE DEPARTMENT CONDITIONS*** doe: Conditions City rf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director distance of 4- inches shall be maintained above the controls with the strapping. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 22: Adequate ground ladder access to rescue windows shall be provided. 23: My overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 24: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 25: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 26: Contractor shall notify Public Woks Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours In advance. 27: Work affecting traffic flows shall ¢e closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 28: The City of Tukwila has an undetgrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house 29: Flagging, signing and coning sh II be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or therwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 30: My material spilled onto any str et shall be cleaned up immediately. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 32: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused b' activities. D06 -083 Printed: 08 -11 -2006 33: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 34: The Land Altering Permit Fee is based upon an estimated 90 cubic yards of cut and no 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. 35: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 36: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 37: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 38: All conditions of the Greer Short Plat plan approval under Permit No. L03 -073 shall be met. The Geotechnical Engineer shall provide certification on a lot by lot basis, including excavations for retaining walls, that the work has been completed in accord with all geotechnical recommendations. Comply with Geotechnical Report prepared by Earth Consultants, Inc., dated October 15, 2003. 39: Downspouts, driveway, patio and drainage from other Impervious areas shall be collected in an on -site storm drain system. Drains shall discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 40: ***PLANNING DEPARTMENT CONDITIONS*** 41: The trees specified in the tree replacement plan approved through L03 -073 must be planted prior to requesting final planning inspection. 42: Landscaping affidavit must be completed and returned to DCD attn. Carol Lumb prior to final planning inspection. doc: Conditions City Vf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 - 3665 Web site: ci.tukwila.wa.us "continued on next page" Steven M. Mullet, Mayor Steve Lancaster, Director 006 -063 Printed: 08-11-2006 City trf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: I 1 ��ww , soft O f t '1s9 .. Steven M. Mullet, Mayor Steve Lancaster, Director Date: iNg' 4• doe: Conditions 006-063 Printed: 08 -11 -2006 eny OF TUKWILA Community Developmen Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. is €) t...0 3 _ 073 Applications will not be accepted through the mail or by fax. O -0 r r 't **Please Print** La —0,3 _ , _.5 -0 73 - I 4 n# tlaq OS ot 4nA p Lif3 Kin)Co Assessor's Tax No.: C(00 -093 0 Suite um ber Floor:_______ O )1 (Ate • he r A/OW 4- l'41- Site Address: /32xx .& 601 Tenant Name: A) J4 New Tenant: 0 .... Yes 0 ..No Property Owners NameSeCtat 61 e te 6toce Mailing Address* PO sec tne. stave iS 98/4 City State ZIP . ;:cO N TA P T F ERS O NIVi . bleineSa a reTW1 bat:0 I■ ) Cna' t Day Teleplr Mailing Address/Z filemsilee svo 4sk. 320 Alto ei Mt %fosse nt. SD 2 it- Itz- E-Mail Addresaami istei.00 ti•fl Fax Num GENERAL CONTRACTOR INFORIVIA T1ON - (Mechanical Contractor information on back page) Company Name: Iffriker VA S S Mailing Address: 4/ .5 IC 4 b3 0 f lea 'Fr ar City State Zip Contact Person- Alit# gobinsofri Day Telephonea z&4810 7 E-Mail Address: in (Or vehirlie-tusan..s, ned1- Fax Number. Contractor Registration Number: 1:11 ash C. Expiration Date: 71 2 5/Zap 7 "An original or notarized copy of Crrrent Washington State Contractor License must be presented the time of permit issuance" ARCHITECT OF RECORD -A11011.13 must be wet stamped by Architect of Record Company NameCatilie- be51 Mailing Address: /02" ..50, 261 car Contact Person Day Telephon i 3/70 E-Mail Address: Fax Number 3 2 SW'S id?, ENGINEER OF RECORD -Ali plans Must be wet stamped by Engineer of Record Company Name- Cartect old- hes Iv Mailing Address: /02 So 2(oth-S Contact Person: Mtg. 1 0 YetS E-Mail Address: %permits plusUcc chsageApermb application (7-2009) Page Building Perz*No. TA.At — Mechanical Permit No. fill Me — 12 2 21 Public Works Permit No Project No (For office use ordv) 7 m/4 911/122e 9810 PM State Zip " • City Day Telepho Fax NumbeOSS zee/ -1 I 8 3 BUILDING PERMIT INFORMP'ON - 206 -1131 -3670 Valuation of Project (contractor's bid price): $ / Oet9 Existing Building Valuation: $ 604 Scope of Work (please provide detailed information): Q . eves esi • .10__45 PtSid/LnCa -G W,'¢+t / nc•d. Jt 1 q / 0$401 / Lrn OP k.X. �r �r�e S to l,* h /Sov.yr / Will there be new rack storage? ❑ ..Yes kNo 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 ova 18 inches and overhangs greater than 18 inches) / 7 o 1 For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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: dd: Standard: Z Compact•.' L Handicap: Will there be a change in use? ....Yes ❑ ..No If"yes ", explain: hiss f ■ /%+O SeVk t / n;I/ TIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes -No If - yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Materia Sae Data Sheets.. porno pkaUcc danaeuVamit rppiicaion 04004) ❑..None ❑ . Other (specify) Existing Interior Remo el Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l Floor NA �V �'J' # V/ �'F /080 / ' U 1 J V �J L `3 2n Floor /'1 S6 7 3 0 Floor Floors I thru Z- Z S 36 Basement Accessory Structure* Attached Garage tl / Z Z(O Detached Garage Attached Carport Detached Carport Covered Deck I Uncovered Deck /90 BUILDING PERMIT INFORMP'ON - 206 -1131 -3670 Valuation of Project (contractor's bid price): $ / Oet9 Existing Building Valuation: $ 604 Scope of Work (please provide detailed information): Q . eves esi • .10__45 PtSid/LnCa -G W,'¢+t / nc•d. Jt 1 q / 0$401 / Lrn OP k.X. �r �r�e S to l,* h /Sov.yr / Will there be new rack storage? ❑ ..Yes kNo 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 ova 18 inches and overhangs greater than 18 inches) / 7 o 1 For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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: dd: Standard: Z Compact•.' L Handicap: Will there be a change in use? ....Yes ❑ ..No If"yes ", explain: hiss f ■ /%+O SeVk t / n;I/ TIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes -No If - yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Materia Sae Data Sheets.. porno pkaUcc danaeuVamit rppiicaion 04004) ❑..None ❑ . Other (specify) PUBI WORKS PERMIT INFO TION - 266- 433-0179 Scope f Work (please provide detailed information): I P1 et' l {a) e JQdf r ✓ly � r' H/A U14 Iv o vp. fy, ole vs w01'b undec- *pegs. f[. - ' e t -nil - Water District t],.< Wate a Water District #125 Water Availability Prov' e t trict ��JJ ...Tukwila alVue ❑..Renton ❑...Seattle ❑ ...Sewer Use Certificate Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onaite septic system, provide 2 copies of a current septic design approval by King County Health Department ilv itted with Application (mark boxes which ana): Civil Plans (Maximum Paper Size -22 "x34 ") ...Technical Information Report (Storm Dratna ) Geotechnical Report ❑...Traffic Impact Analysis — ❑...Bond — ❑..Inssurraance� .Easement(ss)),�' ❑.. Maintenance Agreement(s). .— ❑... Hold Harmless ro sed Aetivkies (marLboxeel that epplhfit"* � W ` ( ' t to r,' , Ighway � r u) Use - Nonprofit for less than 72 hours {� .. Right-of-way Use • Prof t for less than 72 hours Rightof- -way Use - No Disturbance ❑ .. Rightof -way Use — Potential Disturbance .Construction/Excavation/Fill - Right -of -way �✓ Non Right-of-way 2� Cut '{...Total Fill K..sciayrSide Se ❑ .. Abandon Septic Tank ❑...Cap or Remove Utilities ❑ .. Curb Cut ❑...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑...Backflow Prevention - Fire Protection _ ,, Irrigation l / �1� y _ � � - D `PelanenT ata Mel'e il...4 woo " ❑...Temporary Water Meter Size.. WO# o ...Water Only Meter Size " WO# ❑ ...Sewer Main Extension Public Private o ...Water Main Extension Public Private FINANCE INFORMATION Fire Line Size at Property Line .Water Sewer ❑...Sewage Treatment Number of Public Fire Hydrant(s) Name: Mailing Addr Da T o el hngi —V 4k lo: 530 °rxort `,r rsnr State Water Meter Refund/Billinv: 0 a3 a bove- Day Telephone: Name: Mailing Address: Cty State Zip ■panel plustics caagntperme apptca 04004) Please refer to Public Works Bulletin #1 for fees and estimate sheet 0 cubic yards cubic yards Call before you Dig: f- 800 - 424 -5555 ❑ .. Highline ❑ . Work in Flood Zone Storm Drainage Page 3 ❑ Grease Interceptor Channelization Trench Excavation Utility Undergrounding 10 —Renton ❑ ...Deduct Water Meter Size ....... Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace<100K BTU / Air Handling Unit >10,000 CFM Fire Damper 0-3 HP/I00,000 BTU Furnace> 100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat / 15 -30 HP /1,000,000 BTU Suspended/WalUPloor . Mounted heater Ventilation System Wood/Gas Stove 30- 50HP/1,750,000 BTU Appliance Vent / Hood and Duct ! Water Heater / SO+ 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/1nd Other Mechanical Equipment MECHANICAL PERMIT INFt, MATION - 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name- Mailing Address: TA Contact Person: E -Mail Address: 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): S}fi t,C Z420, e0 ` 4 ,c F A J ' t Scope of Work (please provide detailed information): $» I s MI/ « gio g /L ghat dia -- et � Residential: New.... Replacement Commercial: New ....0 Replacement 0 Fuel Tvpe• Electric ..... ❑ Gas ....k Other: Indicate type of mechanical work being Stalled and the quantity below: PERMIT APPLICATION NOTES - ,Applicable to all pertnits iti 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 EX PENALTY OF PERJURY BY LAWS OF THE ST City Slate Zip Day Telephone: Fax Number- *carnets pW, icc cMnantpamit application (74004) INED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDINt 4 ER 12 / . , Signature: ✓ Date: Q Z3 /G6 PrintNa /AO�s" y 1� 4N MZE-1 1t Da do hooal6)7/l b'7 izt Mailing dress :J2O/ /tl oslht a 5j) X l am'o km state Zip I Date Application Expires: I Date Application Accepted: jt , O21-4 • . l e Staff Initials: d am^ Page 4 RECEIPT NO: R06 -01242 Initials: JEM Payment Date: 08/11/2006 User ID: 1165 Total Payment: 3,644.58 Payee: MAJESTIC BUILDERES SET ID: 0811 SET NAME: MAJESTIC BUILDERS SET TRANSACTIONS: Set Member Amount D06 -063 M06 -031 TOTAL: 3,469.02 175.56 3,644.58 TRANSACTION LIST: Type Method Description SET RECEIPT Amount Payment Check 6071 3,644.58 TOTAL: 3,644.58 ACCOUNT ITEM LIST: Description BUILDING - RES MECHANICAL - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES Account Code Current Pmts 000/322.100 2,203.58 000/322.100 175.56 000/342.400 13.50 000/345.830 23.50 000/342.400 200.00 000/386.904 4.50 104.367.120 1,023.94 TOTAL: 3,644.58 8509 08/11 9710 TOTAL 3644.58 Copy Reprinted on 02 -24 -2006 at 14:29:58 02/24/2006 RECEIPT NO: R06 -00257 Initials: JEM Payment Date: 02/24/2006 User ID: 1165 Total Payment:3,884.44 Payee: MAJESTIC BUILDERS SET ID: 5000000446 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount 006 -063 'W 1,905.83 D06 -064 1,905.83 M06 -031 36.39 M06 -032 36.39 TOTAL: 3,884.44 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 TRANSACTION LIST: Type Method Description Amount Payment Check 5514 3,884.44 TOTAL: 3,884.44 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PLAN REVIEW SET RECEIPT Account Code Current Pmts 000/345.830 2,937.44 000/322.100 500.00 000/342.400 47.00 000/345.830 400.00 TOTAL: 3,884.44 7944 02/24 9716 TOTAL 3884.44 Steven M. Mullet, Mayor Steve Lancaster, Director INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION — 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 Project: Type of Inspection: n42 //OH (S /lan9 /' /.v4 / Address: Date Called: /347,5 38 12e) Special Instructions: 9 2- 5 $ INSPECTION RECORD Retain a copy with permit Date Wanted: a2 — / Requester: Phone No: — 0 (20. 431 -36 0.53- 26G - )Z 7/ a.m. N Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: / C ni ' I 1 Date: 8.00 REINSPE9+IO' FEE REQUI Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.; 'Date: COMMENTS: Type of Insp�tion: . / Fitice . / 2� L;A , Az Addres . 11,1,25 3k Ale a dd In 4) [ 44 1 Request ( /LSA- )(I11q ,.-.* J 4I /c7t ' '4t %p RJ Q 2 (0( 4 - 4 --f 1)4 Project: . PaI 'Sitc - /ore I Type of Insp�tion: . / Fitice . Addres . 11,1,25 3k Ale Date Called: O lo Special Instructions: Date Wanted: , , 002//V/07 -1:1. Request ( /LSA- Phone NN o: 5- -746 SD S o ( ) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 (e -oro 3 PERMIT NO. Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: n $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 1Date: Proje$t? /ngbsre /IFS 7 Type of Inspection: / = ,or7froriivg. Address: • /. 7. .22`5 3a 9(r S Date Called: Special Instructions: Date Wanted: ,.,2— /3 — o`7 (a.m.' a Requester: Phone No: 455 -0Z a - /27/ l7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 206)431 -387 COMMENTS: V Corrections required prior to approval. ri 8.00 REINSPECTION f 'E REQUIRED. P/4 or to inspection, fee must be paid at 6300 Southcenter led., Suite O. Call to sechedule ref nspection. Receipt No.: !Date: Project: "94,05-pe tMnif Type of Inspection: .- 447.:vb v Address: / 3 ef Are s Date Called: Special Instructions: Date Wanted: o? 8-07 (km. P.m. Requester: Phobe 5 : 5-2.. Co` - / Z 7/ � Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 BB (206)431 c orrections required prior to approval. COMMENTS: 6)? V p O 5 71 Zf.4i1/1 r `t/1 / irk ? 1 t?/VQ' Irt p ctor: 14.1,4i1M - I,t 8.00 REINSPECTION FEE REQUIRED. or to Inspection, fee must be aid at 6300 Southcenter vd., Suite 1 Call to sechedule reinspection. Rklpt No.: Dat Date: P • tile s4t Type of Inspection: il,i4e s Address: Date Called: Special Instructions: r el(,(,vl'!1 G,{ .�r�.� . i �/ 01/ 1.4 0 Date Wanted: ' — �. Q 7 p.m. Requester: 4),/v s h Phone No: n,_` - 1211 ( 4 5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 1 PERMIT NO. El Corrections required prior to approval. COMMENTS: Inspector: F es" ( Date: t/„( ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee / m U ust be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Projec /i.ic4 6/ / Type of Inspection: 60 Y Address: '�j�i 22 ZS.l� � Cam- c . Date Called: S e alllnstructions: Date Wanted: ) / /G 77 "& a.m. P.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: $58.00 REINSPE paid at 6300 So Receipt No.: Approved per applicable codes. 0 Corrections required prior to approval. ector: Date: INSPECTION RECORD Retain a copy with permit PER (206)431 -36 0 ION FEE RE RED. Prior to inspection, fee must be hcenter Blv Suite 100. Call to sechedule reinspectlon. Date: Project: ^ r 161 Type of Inspection: \, Address: /2 zC 3P3,,., S Date ailed: Spec Instructions: ' Date Wanted: fti' Requester: Phone No: /G INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERM 1 f i (2 r 6)431.3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: $58.00 REINSPEOTION FEE RE IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call tb sechedule reinspection. Receipt No.: Date: Pr e ct./t�,1,/j // ,,// 1 / A ef/rh //J/ / Type / 4 f Ins ecti l Co // 7 � Addr 2 7 x- /ha �j Date Called: �---, Sdecia Instructions: Date Wanted: - �/ 1 Requeste Phone No: /-, 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 PERMIT (206)431 -3E& El Corrections required prior to approval. COMMENTS: r .d 8.00 REINSPECTION I EE REQUIR . Prior to inspection, fee must be paid at 6300 Southcente Blvd., S e 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: I/ _ /// A / Id" > S f i C Id Typej�(f/ /hnspec(t /iron: 49. 1L /. f / �� V Address: / 21 S 3I ' °s Date Called: Spec Instructions: Date Wanted:; 7 f ,,/ �G if C �? a.m. P.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 Approved per applicable codes. El Corrections required prior to approval, COMMENTS: or: .r. ` 58.00 REINSPECTION EE REQUIRED or to inspection, fee must be paid at 6300 Southcente Blvd., Sui 100. Call to sechedute reinspection. Receipt No.: Date: /e2 — C.) Date: ` - : Projec / :,f � ' / > ` f _ f fI I � nspecti io on: L/ I - / !v Type o ry ate C alic ` t' / �/Z�/f5J aJ Address: �� Specia Instructions ?I / ate ester: r,/0( I Requester: Phone No: �7 'J/�' /r T3--!2"/27/ � INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. PER (206)431 -67 ® Corrections required prior to appr6vat. COMMENTS: f4 o4l- 7 4- - - ' r t "tX 7 ( sn O 47 e r ctor tie 8.00 REINSPEQTION FEE RE RED. Prior to inspection, fee must be paid at 6300 Sout center Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Project: t' 7 - .- JC47. X/0.7c C Type of Inspection: ' £ ) A' 1 7 19 Ad Address: /3225 58 AI S Date Called: Special Instructions: Date Wanted: // /-1 — L CajzG P.m. Requester: Phone No: 01S.7 -2GG -12 7) I Ti INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 1 T}0pproved per applicable codes. El Corrections required prior to approval. COMMENTS: ^/ cl T f : 11/4 po 4 i1 e ✓ /nis e / r4 - t spe r: Date 1/-13- : �// 7 ! '1s4 t./ 4- t� / 58.00 REINSPECTI N FEE REQUIR Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Sui 100. Call to sechedule reinspection. R ceipt No.: Date: Project: 4 /43 c57/fl f/d H/ S LW 7 Type of Ins ection: F/JAnl /nJ b '0 Address: / 3275 ?c` �OC) 5 Date Called: Special Instructions: Date Wanted: /J- g -Dc. - a.m p.m. Requester: Phone No: 253240 -/? 7 / INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ei Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Oorg -a6 j .... .. ,. , .. Corrections required prior to approval. COMMENTS: P4 P° r h — ,e1,0 4,t.,2 4 U !L -o lr,?if Dat %/ / B / ri 00 REINSPECTION FEE EQUIRED. or to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: Project: 'fhvvf 7 /f ) /o»+c 4 Type of Inspection: V _5 kin // / /4 .% r✓j Address: / 72 ?5 . ?l4 /7// S Date Called: Special Instructions: Date Wanted: // - U - d 6 .-ert P.m. Requester: Phone No: o2 ?6L - /7 7/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1)0r -c 3 cs4 COMMENTS: Dan/ y /az Approved per applicable codes. Corrections required prior to approval. 58.00 REINSPECT' N FEE RE 9jUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: C OMMENTS \ ` c va if / .Gt •✓i4 r"7..0Ci 11 41) UM' , a f1' 'rdt4 /.e / it D.ss J 6. OA J 79th /c �� 4 <13 ,0 17•IJ/ 4, 3,/ 5.A.d 017r2 Waf 4fi /4 it., 5472, 54 � / h a of , P/ h a t As d( Iii /u /4 4- ,5, 40` /td az ,;2., A/4 ` Y ti"fl, L 2.) ! y p A' 5 4.tei, Gfa // / g Ynj I / '1 Q) Tv,,L 1 / 4. 3>r Z b S4, ,�,,,1r�, 3" _ O.r �Qi 4 1 ,, '-jri.-z s `et-- in t1 ' 11/ i 11 e- Y,, Project: »i4cfI5 Nom%S Type of Inspection: � . 4., S AA / Address: / ? 725 3R Av S, Date Called: Special Instructions: Date Wanted: // - 2 — o& a.m. Requester: Phone No: INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit £-&6 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (246)431.3670 Corrections required prior to approval. Inspector: Date )_, 2 , 4 6 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CM( to sechedule reinspection. Receipt No.: 'Date: COMMENTS: IPqye a 9 /t/or Goth /r /3740- ie./r -.9 c,& . #1/5 iN / ifA n/ie, 4 "01 , 6elovies� / -„r• 4 5C5 - - 7/ Address: / 7aas f A✓ s 4 / 5 de, /,e ( rottit 2 rh r T) a -/cl e- /r,:r 2#vc/ f' /-0-ry ] A / ( � i c k t i t / / 3 - e d i t h n . . 7 (` 475 .---/ / t 4 5w00 , /.eJ ?arc -n/tv ,, /� 1 ,2 Aid /'/ 447 .. j ry 6 /�r't A eA -n/ (// Ofh4 -, f / re/Ztvp✓5 ,S' /.npor ivy 9[/ q5r /isri/u4t //5 /5f- /os'r > AJ4Ijs, -/"4 i-f, ;Ai, .7 /00✓ �� � J 1 `rr ;i,, / dr/A /gi4m4 e a %,hi /5/ - Hail" in' 519 ii S Project: hi sST (D /Namf 5 Type of Ins ection: e- A'(J rRm b Address: / 7aas f A✓ s Date Called: Special Instructions: Date Wanted: // - Z — b a a. m: Requester: Phone No: z.5 3 -2CG -/2 7 / 6 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit /b06 -o� T PERMIT NO. Corrections required prior to approval. $58.00 REINSP TION FEE QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Bl d., Suite 100. Call to sechedule reinspection. Receipt No.: Date: \ILA" s Project: 0/ 44 F Tr4 Type of Inspection:_ Fi . nil ,. ii Addrgs L 2.5 3 A A-y S Date Called: Special Instructions: Date Wanted: 7 //— Z -- a.m.� P•r o, i Requester: Phone No: U INSPECTION RECORD Retain a copy with permit Do% —al 3I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 PERMIT NO. COMMENTS: ?Pr I»44. Sr. 2A" L'a 4/N Pei i cnt J 5 t' / e two /o esti, � , 1=77dn/7 4' Oe t # Lin k-c5 2A1.176 /NW Approved per applicable codes. Corrections required prior to approval. . 8.00 REINSPECT TON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: t H m o Lai Type of Inspection: - ROCFSA + Address: /3 225 38 ,i/' Date Called: Special Instructions: Date Wanted: /0 — s - o Cr. Requester: - Phone No: 25T3_2CC -6(<s7 INSPECTION RECORD Retain a copy with permit 1)0 i! -06 INSPECTION NO. PEgMQT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367 OMMENTS: Approved per applicable codes. E1 Corrections required prior to approval. ector: $58.00 REINSPECTION f REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1 Call to sechedule reinspection. ceipt No.: 'Date: Project: irlebiz Sno Hash SS 4,11 Type of Inspection: Si/fine li.A / /Ame %.v f Address: /3z25 3 e4a S Date Called: Special Instructions: Date Wanted: /0- 5-06 a.m. P.m. Requester: Phone No: ass - zcC -eons 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PER NO. (206)431 -367(0 Corrections required prior to approval. COMMENTS: D ,. U Ake .) Afie/ tagrAfr, o4AA-t, fZ ( Date: JCL /0 - " te. 0 58.00 REINSPECTIOtf FEE REQUIRED. Pri9f to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100 Call to sechedule reinspection. 'Receipt No.: Date: Project: /iYv j t ' i Type of Inspection: 4 cry. / wt Address: /3z? c -,38 41, 5 Date Called: Special Instructions: Q/ s2 10/ Date Wanted: _ /y ac m. Requester: / � j Phone No: 7- 3-2'&V-6 re/ INSPECTION RECORD Retain a copy with permit INSP CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 . PE NO (2 t 6)431 -36f 0 {✓I Approved per applicable codes. Corrections required prior to approval. COMMENTS: rl $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: Type of Inspection: Address: I32D( 3sil akre 5. Date Called: "LI — WO fo Special Instructions: 1-01— ` 1 Date Wanted: r • a.m. p.m. Requester: 0 / D - ()1/V P one No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit h66--c63 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0Corrections required prior to approval. COMMENTS: cc il A. . St. t't 5. t)► i L yt y" ft- w- 1.1 r ij ' PVG Inspector: Date: ri $58.00 REINSPECTION FEE REQUIRED. Prigr to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. tall to sechedule reinspection. (Receipt No.: Date: Project: aa i f ` ra /-1 41 t..- / Type of Inspectio \l Piet/ ' }[ /4,-- 9ii��r. Address: ) ate Called: ..JJ Special I ructions: Date Wanted' /� a.. . ' equester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1./I A p proved per applicable codes. Corrections required prior to approval. COMMENTS: 41 - G/. J. L r .. $58.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 'Date: • Project: �` 74 _ y Lc Type of Inspection: A �l Address: / Date Called: 1 9� b` U6 Special Instructions: b cart / Date Wanted: p 1( 0 f 6 a.m. p.m. Re ester: / i � Q [/ Pho ne No: /" ac i 37 3 a Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Doc -o'3 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: //r /e 6 a. 5. Ti�iif &-k Q p..01I al PM', 0e. Inspector; ('4) Date: iliM U $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: Jn,72f5T/ <' i o is Type of Inspection: \.. /co/Ada-7/7o AJ W4 // Address: /3u,38AVS Date Called: Special Instructions: to 7:2_ Date Wanted: Requester: Phone No: .2 . ? - 6770 }�JlApproved per applicable codes. 'Receipt No.: INSPECTION RECORD Retain a copy with permit INSPGQTION NO. CITY OF TU)(WILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 spertor: . QiwwN� , <. 00 REINSPECTION U REQUIRED. d at 6300 Southcenterf Blvd., Suite 100, Date: C I— 'Date: — 06 PER —J N 206)431 -367 Corrections required prior to approval. OMMENTS: r to inspection, fee must be : all to sechedule reinspection. Project: 7/7/1-J FS Wee NOn44C' Type of Inspection:, ret0Ti^iem. Address: / ? <225.3A"c/v S Date Called: Special Instructions: Date Wanted: 6 2- 3 4 0 - 0 C. Ca.ni" Pau. Requester: Phone No: X53. - 47 7 0 2- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,606 -6<-3 (20 )431-367 COMM ENTS: Approved per applicable codes. 0Corrections required prior to approval. 58.00 REINSPECTION F EE REQUIR,C Prior to inspection, fee must be paid at 6300 Southcenter Blvd., S�ufte 100. Call to sechedule reinspection. Receipt No.: Date: - Project . 1 a e _ gt "I e 1 Type o Inspgon: fo A ress: i 5 3 ,717 jr' 21 c Date Called: pecial Instructions: Date ......_ _.....„ ..., p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSP ION NO. CIT? OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 M - a? gig roved per applicable codes. El Corrections required prior to approval. C OMMENTS: $58.00 R PECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6100 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 1- * 'Date: Project: MAaesmc, DVILDr. Type of Inspection: Rt,SI Ix. MT14L r At. Address: 13l2.5 2$ Suite #: 1W S. Contact Person: 40- 0 Special Instructions: Phone No.: 2, C3 - 2b(9- 1211 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 'Dnb - Obi PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 )4Approved per applicable codes. n Corrections required prior to approval. COMMENTS: Q tkecD fig €Pss Po i 7 DIC - 512- Res . CMvL 01< Date: I'24 /03 Hrs.: Inspector: .‘,0 is i t n $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be aid at 444 Andover Park East. Call to schedule reinspection. Receipt No.: Date: Word /Inspection Record Form.Doc 12/2/05 T.F.D. Form F.P. 85 REVIEWED FOR CODE COMPLIA O ,nnnou o pU0 0 9 2006 O ontomla BUILDING DIVISION CA CADE Residential Design, Inc. LATERAL ANALYSIS & BEAM CALCULATIONS 102 S. 26` St. Phone 253.284 -3170 EXPIRES: JUNE 5, 2007 IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Plan 2536/2A February 15, 2006 2003 INTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D3 ME cop "/1. CITY OF TUKWILA FEB 2 4 2006 PERMIT CENTEn Tacoma, WA 98402 Fax 253.284 -3183 t Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 'Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006 Designer: Binh Tracy DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS WOODS: JOISTS OR RAFTERS 2X. BEAMS OR HEADERS 4X - 6X OR LARGER LEDGERS AND TOP PLATES STUDS 2X4 OR 2X6 POSTS 4X4 4X6 6X6 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF GLUED - LAMINATED (GLB) BEAM & HEADER. Fb =2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, PARALLAM (PSL) 2.0E BEAM & HEADER. Fb =2,900 PSI, Fv =290 PSI, Fc (Perp) =750 PSI, MICROLAM (LVL) 1.9E BEAM & HEADER Fb =2,600 PSI, Fv =285 PSI, Pc (Perp) =750 PSI, E= 1,800,000 PSI. E= 2,000,000 PSI. E= 1,900,000 PSI. WOOD TYPE: HF #2 DF #2 HF#2 HF#2 HF #2 HF #2 DF #2 TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ENGINEERED I- JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284-3183 PROJECT :Plan 253612A 2536 -2A. mcd 2/15/2006" Designer. Binh Tran LATERAL ANALYSIS : BASED ON 2003 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2003 IBC CHAPTER 16 SECTION 1615 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: —Soils Site Class D — Seismic Design Category 0 Ig:= 1.0 For Seismic Use Group I occupancy (Table 1604.5) R := 6.5 Light - Framed Wood Walls Shear Panels (Table 1617.6.2) S 1.40 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period S1 := 0.483 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period F := 1.00 Site Coefficient based on Site Class & S (Table 1615.1.2(1)) := 1.5 Site Coefficient based on Site Class & S (Table 1615.1.2(2)) W, w Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Equation 16 -38 - Equation 16 -39 - Equation 16 -56 S SS F Sml := Si•Fv r 1.2-SDS) V:= W V =0.172 W R Plan Area for Each Level: Al := 30ft•60ft (Upper Roof) Al = 1800ft Plan Perimeter for Each Level: P1 := 2(30ft) + 2(60ft) (Upper Roof) Total Weight of Structure at Each Level: wl := 15•psf•(Ai) + 10-psf.5•ft•(Pi) (Roof) (Wall) w2:= 15.psf.(A2) + 10•psf •15•ft•(P2) + 15•psf4A2) (Roof) (Wall) (Floor) Sms = 1.4 Equation 16-40 S = 0.72 Equation 16 - 41 Pin 180ft Equation 16 -57 A2 := 30ft•60ft (Main Floor) A2 = 1800 ft P2 2(30ft) + 2(60ft) (Main Floor) p2 = 180 ft 0.2•SDS•wI) F1 :_ 6.5 ( - w2) F2 : 6.5 2 SDS:= 3 'Sms SDS = 2 SDI —a 1.2.SDS F := R w F1 = 6203.081b F2 = 13956.921b SDI = 0.48 F = 0.172 wx Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -31 B3 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006. Designer: Binh Tran WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -02 SECTION 6.5.3 ENCLOSED LOW -RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 85 mph WIND SPEED Equation 6-18 p= g - (GC Mean Roof Height ;ji , 25•ft q = 0.00256K = Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GC = External Pressure Coefficients per Figure 6 -10 GC = Internal Pressure Coefficients per Figure 6 -5 1(15 :_ .70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6 -3) 12o := .70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6 -3) K25 := .70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6 -3) K30 := .70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6 -3) K40 := .76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6 -3) Topographic Factor Multipliers w/ L = Oft, H = Oft, and x = Oft (Figure 6-4). K1:= 0 ' K2 := 1 K3.15:= 1 Topographic Factor Coefficients (Figure 6-4). Kist := (l + K1 Kist = 1 K2ot:= (1 + Ki K201 = 1 K251:_ (1 + KI K25t = 1 K30t :_ (1 + KI K30t = 1 1( 40t := (1 + K1 K40t = 1 Kd := 0.85 Wind Directionality Factor (Table 6-4). v:= 85 Wind Speed per Hours (Figure 6 -1). 1:= 1.0 Important Factor (Table 6 -1). 4x3.20:= 1 13.25:= I- 1 3 .30 1 K3.40 1- t Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 F'ax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536 -2Amcd 2/15/2006. Designer: Binh Tran. Velocity Pressure (q Evaluated at Height z (Equation 6 -15) 9 15 0 . 00256 •K15 . Ktst' 1( d . v 2.1 915 = 11.01 920 0 . 00256- K20•K20rKd•v 2.1 920 = 11.01 925 0 . 00256 •K25 .1 K25t' 1 Cd . v •1 q25 = 11.01 930 0 . 00256 •K30 . K30rKd ' v 2.1 930 = 11.01 940 = 0.00256.1(40-1C400Cd.v .1 940 = 11.95 Internal Pressure Coefficients (Figure 6 -5) GC :_ .18 +/ External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GC := . 56 GC := .21 GC :_ -.43 GCpf4 -.37 or The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. GCpGE:_ .69 GCp2E := .27 GCpf3E — .53 GCpf4E —.48 End Zone Coeffieicient "a" (Figure 6 -10, Note 9): Least Horizontal Dimension x 30ft 10% of Least Horizontal Dimension O. = 3 ft 40% of Mean Roof Height 0.4•h = 10ft whichever is smaller, but not less than 4% of Least Horizontal Dimension or 3ft 0.04x = 1.2 ft Therefore a 3.0ft Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284-3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536 -2amcd 2/15/2006. Designer. Binh Tran Design Wind Pressures (Equation 6 -18) P15.1 := 915'(GCpn).psf P15.2 915'(GCO2) psf P153 915'(GCpfl)•psf P15.4 915 P20.1 = 920.(GCpn).psf P20.2 920'(GCpf2) psf P20.3 9204GCpf3) P20.4 920'(GCpf4) P25.1 92540Cpfl)-psf P25.2 925.(0Cpf2)•psf P25.3 925'(GCp(3).psf P25.4 925 P30.1 930'(GCpfl) psf P30.2 930'(GCpn) P30.3 930 P30.4 930'(GCpf4)•Psf P40.1 940•(GCpfl).psf P40.2 940 P40.3 940•(GCpf3)•psf P40.4 940'(GCpf4)'Psf P1 5.1= 6 P15.2= 2311 P15.3 = -4.73 lb 8 PI5.4= -4 P20,1 = 6.1616 8 P20.2 = 2.31 lb 8 P20.3 = -4.73 lb 8 P20.4 = -4 lb ft P25.1= 6.161bf 2 P25.2= 2 . 31 lbft 2 P25.3 = - 4 . 73 lb 8 P25.4 = -4.071b1 P30.1 = 6.161bf 2 P30.2 = 2.31161 P30.3 = -4.73 lb 8 P30.4 = -4.07 lb ft -2 P40.1 = 6.69Ibt 2 P40.2 = 231 161 2 P40.3 = - 5.141b 8 P40.4 = - 4.42 1b 8 P15.1E = g15'(GCpnE)'Psf P15.2E 915' // (GCpf2E)'Psf P15.3E 915'`GCpf3E)'Psf P15.4E := 915'(GCpf4E)'Psf P20.IE 920'(GCpflO'Psf P20.2E 920' (GCpf2E)'Psf P20.3E 920'( P20.4E 920'(GCpf4E)'Psf P25.1E 925'(GCpflE)'Psf P25.2E 925'(GCpf2E)'Psf P25.3E 925'(GCpf3E)'Psf P25.4E 925'(GCpf4E)'Psf P30.1E 930'(GCpflE) P30.2E 930"(GCpf2E) P30.3E := 930'(GCp13E)'Psf P30.4E 930 P40.1E 9400C -psf P40.2E = 9404GCpf24Psf P40.3E := 940'(GCpf34Psf P40.4E := 9404GCpf44Psf P15.1E = 7.591bft 2 P15.2E= 2 P15SE = -5.83 lb ft P15.4E = -5.28 lb ft -2 P20.1E = 7.59 P20.2E = 2.97 lb 8 P20.3E = - 5.83lbft 2 P20.4E = -5.28 lb 8 P25.1E = 7.59 lb 8 P25.2E = 2.971b1 P25.3E = -5.83 lb 8 P25.4E = -5.281b8 P30.1E = 7.59 P30.2E = 2.97 lb 8 P30.3E = -523 lb 8 P30.4E = -5.28 lb 8 P40.1E 8 P40.2E = 3.23 lb ft -2 P40.3E = - 6 . 33 lb 82 P40.4E = - 5.741b ft2 tu, kilt* • !!!!!!A ! it • • 0 not ti. 'WOW' 4 0 !OHO wed !tiMil" 1401 4 0 I + 4cetti re, tv• 4111 l 1'1 ; 'IM Umsu umau IEEE 11.1 t\IO 324115ffla ** - sc•-.N., - .7•4 , - • 5.E.M trA Us. H H J C IOUV M13 - 1tj ■ I An W1/40 WAYieCO*04 4 itteiVr■ 1 4 III •I .•;.3trIE. *A4 ••■• 4. rim ppm!, CAI NOLLVA314 ItIVIN 4yol.i og 1 111.4011 <Zi 14.1” 111 04 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Pax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536 -2kmcd 2/15/2006 Designer: Binh Tran WIND SHEAR AT ROOF DIAPHRAGM (Sides of House): WI 0 - P20.4)' (P30.1 - P30.0 END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides of House): W1E (P20.1E — P20.4E) (P30.1E — P30.4E)• WIND SHEAR AT FLOOR DIAPHRAGM: W2 0 - Pi5.4)' END ZONE WIND SHEAR AT FLOOR DIAPHRAGM: W2E 0 - P15.40 1 Oft WIND SHEAR AT ROOF DIAPHRAGM (Front & Rear of House): W3 ( - P20.4)'5ft + (P30.2 - P30.3) END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Front & Rear of House): W3E 0 — P20.4E)'511 + (P30.2E• P30.30 But not less than 10 psf over the projected vertical plane. W3 10psf Wl =133.0516ft .`W2= 02.3516 ft 5ft W3 = 150IbI Wig = 1673911, 8 W2E = 128.761b ft W3E = 152.421bft -1r z ^ ` m A Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284-3170 fax: (253) 284-3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006': Designer: Binh Tran WALL AA: Wind loads per foot: Distance between shear wall: LI 36-ft Wall Length: Check Wind Force: Check Seismic: WI = 133.05lb8 Laa (8 + 3.5 + 3)•ft Percent full height sheathing: vaa ,- 3ft %. 3ft W 2a LIL1_a + W (LI - 2a) lE LI ) I 2L1 Laa Rf := 15•psf•30•ft• 2 —ft Wa := l0•psf•5ft•(30ft + LI) W =Rf +Wa W 11400Ib 0.7V•WZ 1 ( Seismic Force: Eaa := Eaa = 103.81b ft p aa := 2 - paa = - 0.13 Therefore p = I.0 Laa E Al Overturning Moment on Wall: Plate Height: Pt := 8.1•ft L := 3•ft OTM := vaa•L OTM = 4330.061bft Shear Wall Dead Load Resisting: Rf 0.6(15•psf)•19•ft•L Wa := 0.6•(10•psf)•Pt•L W =Rf +Wa W= 658.81b L DLRM:= W DLRM= 988.21bft 2 Holdown Force & Net Uplift: OTM - DLRM 1 := HDFaa = 1113.95 lb Laa Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 112" Side Member Thickness. ZN := 122•16 CD 133 Z'N := ZN•CD Z'N B — Bp = 0.91ft vaa W1E = 167.39168 I Laa =143ft Laa =L8 + 3.5( 8 1 ) + 3(8 1 11 •ft = 1 Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 Z'N = 162.26 lb Per Nail vaa= 178.19168 7/16" Sheathing w/ 8d nails @6" t Wind Capacity = 339 p1f Seismic. Capacity = 242 plf Laa = 13.25 ft C 1.00 Shear Wall Summary: Wind Force: Seismic Force. B.P. Naiiino Soacinq Holdown Force: Holdown Types: vaa = 178.19168 I E = 103.8lb8 B = 0.91 ft HDFaa = 1113.9516 Simpson MSTC28 16d ©8 "o.c. 11 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006' Designer: Binh Tren WALL BB: Wind loads per foot Wl = 133.0516ft 1 Distance between shear wall: Ll := 24 -ft Wall Length: Lbb := (7) -ft Percent full height sheathing: Rf := 15•psf (30 ft 2 ft + 22ft 2 ft) W Rf + Wa W 16560 lb 0.7V• W Ebb C Seismic Force: 7ft Ebb = 285.34 lb ft 1 WIE= 167.391bft L2:= 36•ft W W (L1 1 { 2•Ll 2 Check Wind Force: vbb :- C Check Seismic: % := — % = 1 Max Opening Height = Oft, Therefore 7ft per IBC Table 2305.3.7.2 Wa:= 10•psf- (30•ft+ Ll + L2) -5•ft Pbb 2 - Overturning Moment on Wall: Plate Height pt := 8.I•ft Lbb := 7•ft OTM := vbb•Lbb•PI OTM = 32540.2lbft Shear Wall Dead Load Resisting: Rf := 0.6•(15•psf)•19 -ft -Lbb Wa := 0.6.(10- psf)•Pt•Lbb W Rf +Wa W= 1537.21b Lbb DLRM :- W — DLRM = 5380.2 lb ft 2 Holdown Force & Net Uplift: HDFbb := OTM - DLRM HDFbb = 3880lb Lbb = 7 ft (20•Fi.ft) Ebb. Lbb - Al vbb = 573.916ft 7116 :Sheathing WI 8d hails @ 3" O.C. Wind Capacity = 638 p lf Seismic. Capacity =456 plf Pb!, = 0.54 Therefore p = 1.0 Lbb Base Plate Nailing Spacing (2001 NDS. Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. ZN := 122•Ib CD 1.33 Z'N := ZN•CD Z'N = 162.2616 EN Per Nail B . = — B 0.28ft P • vbb Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing Holdown Force: Holdown Types: vbb = 573.91b ft -1 Ebb = 285.3416 R 1 B = 0.28 ft HDFbb = 3880lb Simpson MST60 16d © 3" o.c. C := 1.00 lZ Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 T,el: (253) 284 -3170 Fax: (253) 284-3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006 Designer: Binh Tran WALL CC: Wind loads per foot: Distance between shear wall: LI := 24•ft Wall Length: Percent full height sheathing: Check Wind Force: Check Seismic: Rf := 15•psf•22•ft• 2 .ft vc :_ Vi := Rf + Wa W = 75801b Seismic Force: 0.7V• W Ecc Lccs Overtuminq Moment on Wall: L := 6ft OTM vcc•Lcc Shear Wall Dead Load Resisting: Rf 0.6•(15•psf)•2-ft•L Wa := 0.6•(10•psf)•Pt•L W := Rf + Wa DLRM := W Lcc — 2 Holdown Force & Net Uplift: OTM - DLRM HDFcc W1= 133.05lbft Lcc := (3 + 3 + 3 + 3)•ft Lcc 12ft 6ft W 2a•(LI al + WI (LI — 2a) lE ` Ll J 1 2L1 Wa := 10•psf•(22ft + LI)-5 -ft W = 399.61b DLRM = 1198.8 lb ft Co Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. Z := 122-16 CD := 133 Z':= Z•CD Z' = 162.261b B := Z' B = 1.1 ft Per Nail P vcc P Shear Wall Summary: Wind Force: Seismic Force: vcc = 148.07168 E = 102.85168 %: lift Lcc % = 0.55 ( 20 -F Pcc = 2 — r E -Lcc J A Plate Height pt := 8.1-ft E = 102.85lbft I OTM = 7196.39 lb ft HDFcc = 1249.5 lb B.P. Nailing Spacing Bp =1.1ft 16d @ 12" o.c. WiE = 167.39101 Lcc = [31 $ Max Opening Height = 4ft, Therefore per IBC Table 2305.3.7.2 vcc = 148.071b t ft Holdown Force: HDFcc = 1249.5 lb Lcc = 8.89 ft vEE = 185.091b ft t C 7/16" Sheathing w/ 8d nails @6" O.C. Wind Capacity = 339 pit Seismic Capacity = 179 pif 2w /h per Table 2306,411_: Pcc = -1.2 Therefore p = 1.0 C := 0.80 Holdown Types Simpson MSTC28 / ST2215 �?j Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284-3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006 Designer: Binh Tran WALL DD: Wind loads per foot: W3 = 150168 1 Distance between shear wall: LI := 30ft Wall Length: Ldd := (17 +36.5)•ft Percent full height sheathing: % := 1711 % =1 Max Opening Height = Oft, Therefore C := 1.00 17ft per IBC Table 2305.3.7.2 Check Wind Force: Check Seismic: Rf = 15-psf-60•ft ---ft 2 W Rf + Wa W 18000 lb 0.7V•W Seismic Force: E dd Edd = 40.581b ft C Overturning Moment on Wall: Plate Height: pt := 8.1.ft Ldd := 17 -ft W := Rf + Wa DLRM :- W Ldd 2 Holdown Force & Net Uplift: OTM - DLRM HDFdd : C Wa := I0•psf•(60•ft + L1)-5-ft W3E = 152.421b8 I W 2a LILI =a + W (LI -2a) vdd : - 3E LI ) 3 2L1 OTM := vdd-Ldd-Pt OTM = 5824.77lbft Shear Wall Dead Load Resisting: Rf := 0.6•(15•psf)•2•ft-Ldd Wa = 0.6•(10-psf)•Pt•Ldd W= 1132.216 DLRM = 9623.7 lb ft HDFdd = -223.47 lb Ldd Base Plate Nailing Spacing (2001 NDS. Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. ZN := 122-lb CD := 1.33 EN := ZN-CD EN = 1622616 B — B = 3.84 ft Per Nail P vdd P Shear Wall Summary: Wind Force: Seismic Force: vdd = 42.3 lb ft 1 Edd = 40.581b ft Pdd 2 - B.P. Nailing Spacing B = 3.84 ft 16d @16 "o.c. Ldd = 53.5 ft 7/16" Sheathing w1 (id ;nails Wind Capacity = 339 ' Seismic Capacity = 242 plf (20•Ft•ft) Edd -Ldd• AI Pdd = 0.65 Holdown Force: HDFdd = - 223.471b vdd = 42.3 lb ft 1 Therefore p =1.0 Holdown Types: No Holdown Req'd Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Ti: ® (253) 2843170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006 Designer: Binh Tran • WALL EE: Wind loads per foot: Distance between shear wall: LI := 30ft Wall Length: Lee: = (20 + 4 + 7 + 13)•ft Percent full height sheathing: W3= 1501bft % 20ft 24ft Lee =44ft W 2a• L1— a) W (L1 —2a), Check Wind Force: vee 3> L] ; 3 2L1 C Lee Check Seismic: Rf := 15•psf•60-ft- •ft 2 0 W =Rf +Wa W 1800016 0.7V• W Seismic Force: Eee C Overturning Moment on Wall: L := 20 -ft OTM := vee•L Pt Shear Wall Dead Load Resisting: Wa:= 10•psf•(60 -ft + L1).5 -ft E =54.221bft I Plate Height: pt := 8.1 -ft OTM = 9156.29 lb ft Rf := 0.6.(15.psf)•15•ft.L Wa 0.6.(10- psf)•Pt•L W := Rf + Wa W = 36721b DLRM := W Lee DLRM = 36720 lb ft 2 Holdown Force & Net Uplift: HDFee OTM - DLRM HDFee = - 1378.19 lb W3E = 152.42lb8 = 0.83 Max Opening Height = 4ft, Therefore C := 0.91 per IBC Table 2305.3.7.2 (20 -F1 -ft) pee = Eee At 7/16" Sheathing il-b''4484.bill4 Wind Capacity ._= 339pIT Seismic Capacity 7= 242 Of Pee = 0.77 Lee Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. ZN := 122•lb CD := 1.33 Z'N := ZN•CD ZN = 162.261b := Z-N B = 2.87 ft Per Nail P • vee p Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing Holdown Force: vee = 56.5216 $ I E = 54.22168 1 B = 2.87 ft HDFee = - 1378.19 lb 16d 16" o.c. vee = 56.521bft Therefore p = 1.0 8" ; O.0 Holdown Types: No Holdown Req'd ;174 4, PI Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284-3170 Pax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536 -2A recd 2/15/2006 Designer: Binh Tran WALL A: Wind loads per foot: W2 = 102.351b ft 1 Distance between shear wall: LI := 36•ft Waft Length: La := (3.5 + 4 + 5)•ft La = 12.5 ft La := 13.51 1 1 + 41 9 1 + + 51•ft La = 11.21 ft L Percent full height sheathing: %:= 3.511 V. = 1 Max Opening Height = Oft, Therefore C .0 3.511 ° per IBC Table 2305.3.7.2 vaa La + W 2 a Ll - 2.a2') + W2 (LI - 2-a) 2 aw 2E'I L1 2 2•L1 Check Wind Force: va:= Check Seismic: Rf := 15-psf•30• 36 .ft 2 W := Rf + Wa + Fl W = 24780lb Seismic Force: 0.7V• W Ea. Co-Las Overturning Moment on Wall: L = 4.ft OTM := va•LaPt Shear Wall Dead Load Resisting: C 7%16" Sheathing w/ 6d nails g 41 . Wa := 10•psf- (30-ft + L1)•13•ft Fl := 15•psf•30•ft• 2 WndCapacity= 494plf Seismic Capacity = 353 plf -1 (20.F2'ft) E 266.65lbft pa: =2 r� E y Plate Height Pt := 9.1•ft OTM = 13311.65Ibft Rf := 0.6(I5•psf)-19-ft-L Wa 0.6.(10•psf)•Pt•2•L Fly 0.6•(10•psf)•1•ft•L W := Rf + Wa + F1 W = 1144.81b L DLRM W- DLRM = 2289.6 lb ft 2 Holdown Force & Net Uplift: HDFa := OTM - DLRM HDFa = 2755.51 lb L Base Plate Nailing Spacing (2001 NDS, Table 11N1 16d Common Nails, 1 1/2" Side Member Thickness. ZN := 122.1b CD := 1.33 EN := ZN Z N B P .= Bp =0.44ft va TN = 162.26 lb Per Nail Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing va = 365.7 1 Ea= 266.65168 1 B =0.4411 16d @ 4" o.c. W2E = 128.76lbft 1 p = -0.2 Therefore p = 1.0 HDFaI HDFa + HDFaa = (3869.47) lb Anchor Bolt Spacing (2001 NDS. Table 11E1 5/6" Dia. Bolt, 1 1/2" Side Member Thickness. A := 830.16 ZB As:= - va A.B. Spacing As =3.02ft S/6" A.B. 36" o.c. CD:= 133 Z A ZB= 1103.9tb Per Bolt As = 3.02 ft Holdown Force: HDFa = 2755.51 lb HDFaI = 3869.471b va = 365.716ft l Holdown Types: STHDI4RJ 11 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2/Lmcd 2/15/2006 Designer. Binh Tran WALL B: Wind loads per foot w2 = 102.35Ibft 1 W2E = 128.76lbft Distance between shear wall: Ll := 22-ft L2 := 36-ft Wall Length: Lb:= (6 + 103)-ft Percent full height sheathing: %:= 811 % = 1 Max Opening Height = Oft, Therefore C 1.00 8ft per IBC Table 2305.3.7.2 2 2� vbb•Lbb + W2E•[2a + W2• L1 2 -- 4 a L2 Check Wind Force: vb :_ Ll 2 Ll 2 vb = 424.67 lb ft Check Seismic: Seismic Force: .7•V•W Eb= 272.81161 C (20•F2 -ft) Pb : = . Eb.Lb• J Eb Co-Lb Overturning Moment on Wall: Plate Height: Pt 9.1-ft Lb := 6-ft OTM := vb•Lb•Pt OTM = 23186.8lbft Shear Wall Dead Load Resisting: Rf := .6•(15•psf)•19•ft•Lb Wa:= .6•(10•psf)2Pt•Lb Fl := .6- (10•psf)•6•ft•Lb W:= Rf + Wa + Fl W = 1897.2lb L b DLRM := W DLRM = 5691.6 lb ft 2 Holdown Force & Net Uplift: HDFb := OTM — DLRM HDFb = 2915.87 lb Lb Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. Lb = 16.5 ft Rf := 15•psf- 30.ft. 6 •ft +22ft• 2 J Wa:= 10•psf•(30•ft +LI +L2) -15 -ft Fl := 15•psf•(30•ft• 6 •ft + 22ft• 2 W Rf + Wa + Fl W = 3732016 pb = 0.54 Therefore p = 1.0 7/16 Sheathing`.Gr/ Bdnails -© 4" O.C_ W nd ' Capacity =494 plf ; .: Seismic Capacity =,353,pif Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt 8.1 1/2" Plate Thickness. ZN := 122-lb CD := 1.33 ZN := ZN Z'N = 162.261b A 830•Ib CD := 133 ZB := As-CD ZB = I 103.91b EN Per Nail ZB Per Bolt Bp . _ vb Bp = 0.38 ft As vb As = 2.6 ft Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: 1 1 B = 038 ft As = 2.6ft HDFb = 2915.87 lb STHD74RJ vb = 424.6716 ft Eb = 272.8116 ft p 16d @ 4" o.c. 5/8" A.B. t@ 30" o.c. Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Pax: (253) 2643183 PROJECT :Plan 2536/2A 2536- 2A.mod 2/15/2006 Designer. Binh Tran WALL C: Wind loads per foot: W2 = 102.35 lb ft I Distance between shear wall: LI := 22•ft Wall Length: Lc := (3 + 3).ft Percent full height sheathing: Check Wind Force: Check Seismic: VC := W2E = 128.76lbft Lc = 6 ft C Shear Wall Summary: Wind Force: Seismic Force: 13.P. Nailina Spacing vc = 506.6 lb ft 1 Ec= 432.64lbft Bp =0.32ft 16d m 4" o.c. Lc [3( )•21•ft 9.1 Lc = 3.96 ft „, •= aft % = I Max Opening Height = Oft, Therefore 3ft per IBC Table 2305.3.7.2 vcc•Lcc +..2E•2a• LILT — a + W2•(Ll - 2a ) • ( - 2a) LI 2LI I vc = 506.6 lb ft 24 22 7/16 Sheathing W /sc) nabs ' 3" O:C: Rf := 15•psf•22•ft• 2 •ft Wa := 10•psf•(22•ft + Ll)•15•ft Fl := 15•psf•22•ft• 2 ft Wind Capacitft638p1f_ Seismic Capacity = 456plf W Rf +Wa +FI WZ= 14190lb / ft .7V•W _t 20•F2•) = Seismic Force:. Ec = •Lc E = 432.64lbft Pc 2 — C ( E •Lc • A o s c sJ Overturning Moment on Wall: Plate Height: Pt := 9.1•ft L := 3.ft OTM := vc•L Pt OTM = 13830.061bft Shear Wall Dead Load Resisting: Rf := .6•(15•psf)•2•ft•L Wa:= .6•(10•psf)•2Pt•L Fl := .6•(l0-psf)•6.5•ft-L W:= Rf +Wa + Fl W= 498.61b L DLRM := W.— o DLRM = 747.91b ft 2 Holdown Force & Net Uplift: OTM — DLRM HDFc := HDFc = 4360.72 lb L Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122.lb CD := 1.33 EN := ZN•CD Z'N = 162.2616 B . — B = 0.32 ft Per Nail P vc P A.B. Spacing As =2.73ft 5/8" A.B. e 32' o.c. p = -1.84 Therefore p = 1.0 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 2 1/2" Plate Thickness. A := 1040-lb CD 133 ZB := A Zs B As =2.73ft vc C 1.00 ZB = 1383.2 lb Per Bolt Holdown Force: Holdown Types: Simpson STHD74 HDFc = 4360.72 lb Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.mcd. 2/15/2006 Designer: Binh Tran WALL D: Wind loads per foot: W2 = 102.35 lbft Distance between shear wall: LI := 30ft Wall Length: Ld := (16 + 30.5)•ft Percent full height sheathing: %.= 16ft 16ft Check Wind Force: Check Seismic: vdd•Ldd + W2E•2a• Ll_a + W2 -(L1 2a) (LI - 2a) LI 2L1 vd Cold Rf:= 15•psf•58- ft - Wa:= 10•psf•(58.ft +L1) -15•ft 2 W := Rf + Wa + Fl W = 393001b .7•V -W� Seismic Force: Ed :_ Co Ld Overturning Moment on Wall: Ld := 16•ft OTM := Ed•Ld•Pt Shear Wall Dead Load Resisting: Rf := .6.(I5.psf)- W := Rf + Wa + Ft Ld DLRM := W- 2 Holdown Force & Net Uolift: OTM - DLRM HDFd ZN:= I22•Ib ZN B := — Ed Shear Wall Summary: Wind Force: B = 1.59 ft (20•F2•ft) = 10I.94Ibft Pd: =2- Ed•Ld•J Plate Height Pt:= 9.1.ft OTM = 14842.381b ft Wa .6- (]0- psf)•2Pt•Ld W = 2707.21b DLRM = 21657.6 lbft HDFd = -425.95 lb Ld Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. W2E = 128.76161 % = CD := 1.33 EN := ZN'CD Z'N = 162.26lb Per Nail Seismic Force: B.P. Nailing Spacing vd= 84.75lb t ft Ed= 101.941b1 1 Bp=1.59ft 16d e 16" o.c. A := 830•Ib Zg As := — Ed Ld =46.5ft Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 Fl := 15 psf•58 - ft- Z -ft O Fl := .6•(10- psf)- 7 -ft-Ld A.B. Spacing As= 10.83ft 5/8" A.B. 72" o.c. As= 10.83ft vd= 84.751bft 7/16" Sheathing w/ 8d nails Wind Capacity =130 Seismic Capacity = 242. Plf Pd = 0.61 Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 1 112" Plate Thickness. CD := 133 ZB := A Therefore p = 1.0 C 1.00 ZB = 1103.9 lb Per Bolt 6" O. Holdown Force: Holdown Types: HDFd = - 425.95 lb No Holdown Req'd 1 n Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284-3170 Fax: (253) 284-3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006 Designer Binh Tran WALL E: Wind loads per foot: W2 = 102.351bft 1 Distance between shear wall: LI := 30 -ft Wall Length: Le := (6 + 7 + 17.5 + 22).ft Percent full height sheathing: %:= Eft 6ft vee•Lee + W2B•2a• +.W2(LI 2a) Check Wind Force. vex Co Le Check Seismic: Rf := 15•psf•60•ft• Z•ft O Wa := 10•psf•(60•ft +L1)•15•ft W Rf +Wa +Fl Wz= 40500lb // .7.V•Wz l ( Seismic Force: E E 93.05Ibft p := 2 — Co Le Ee Le• f- Overturning Moment on Wall: Plate Height: Pt 9.1•ft V " � L := 6•ft OTM := EeL OTM = 5080.32Ibft Shear Wall Dead Load Resisting: Rf := .6•(15•psf)•2•ft•L Wa :_ .6•(10•psf)•2Pt•L Fl :_ .6•(10psf)•8ft•L W := Rf + Wa + Fl W = 1051.21b L a DLRM := W- DLRM = 3153.6lbft 2 Holdown Force & Net Uplift: OTM — DLRM HDFe := HDFe = 321.1216 L W2E= 128.761b Le =52.5ft = I Max Opening Height = Oft, Therefore C := 1.00 per IBC Table 2305.3.7.2 F1:= 15psf•60ft• 20 ft p = 0.65 ve = 79.33 lb ft -1 1/16" Sheathing wl8d nails 6" D. Wind Capacity—=330 9 pif - Seismic Capacity =242 plf Therefore p = 1.0 Base Plate Nailing Spacing (2001 NDS Table 11N) Anchor Bolt Spacing (2001 NDS Table 11E) 16d Common Nails, 1 1/2" Plate Thickness. 5/8" Dia. Bolt & 1 1/2" Plate Thickness. ZN := 122•Ib CD := 133 Z'N := ZN.CD EN = 162.261b A := 830.1b CD := 133 ZB := A Z9 = 1103.91b B — B = 1.74 ft Per Nail As := ZB Per Bolt As = 11.86 ft P Ee P E Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: 1 1 B = 1.74 ft As= 11.8611 HDFe = 321.121b No Holdown. ve= 79.33168 E 93.OSIbft 16d @ 16" o.c. 5/8" A.B. 72" o.c. As AP r - afr a a. e ViPW' a ,,, f , Ail • d , Avretigrr re ; roa al ZrALsr 'esvie ' 7,c At , cr f , ... A: r ,,,,,, ....i a r I ip1141A: /44, — ! I ! t I ra U I I M L Win i n sta a i N. ;I t em IL . m at, t mom. s ,4 4 ; 1111 11 A I ; IF 21 .; 1moms MP ROOF FRAMING PLAN 1 2-2 ge;t#F if , et, lacii 7A4:45: AA,A4 r A--'4 “4 44e ;1444 t; tc: WQEIMM_LIELG PLAN 7- 3 OPTION •ZX $ PACTV 12S E Residential Des'gn, Int. Job Name Location 1\(?Q C Technical Representative 102 Soah 26 Tacoma, WA 98402 253.2134.31 70 • 251284.3183 fax emai : cascade@rx.netcom.com ix.netcom.com Job Number Sheet of By n Date 0 E — IA raw ■ N' r ■V �� .Ai 1 0 e _ IllailICEITOIM S. ' li ■■■■■ ■■■ I__ :J Iik ai!r iI 0o C - jt -, ■ ■10MI r� ■�■■■■■■■■■■■s • • • . ..� r■ i t Eir ■r irnw !�17t' B■ ■r - ■ • n I r ■SIMI dliiI 11 KEW n E. ;� ■ir ■■ ■ ■ ■ ■ ■r _.�.._,� �._ s.�l L P1 III I n Eli t WM I EMI iliii I I � , } 1 1 I ,I n n E Residential Des'gn, Int. Job Name Location 1\(?Q C Technical Representative 102 Soah 26 Tacoma, WA 98402 253.2134.31 70 • 251284.3183 fax emai : cascade@rx.netcom.com ix.netcom.com Job Number Sheet of By n Date 0 E — Cascade .Residential Design, Inc. 102 South 26th Street ':tam Description Beam1 1 General Information Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever L Summary Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 844.98 psi Fb 1,242.00 psi Deflections LStress Calcs Section Name 4x10 Beam Width Beam Depth Member Type 1 Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.6 • D. @ Center @ Left @ Right Bending Analysis Ck 31.887 Le Cf 1.200 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL Center Span 6.00 ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Span= 6.00ft, Beam Width = 3.500in x Depth at 9.25in, Ends are Pin -Pin Max Stress Ratio 0.680: 1 Maximum Moment 3.5 k -ft Allowable 5.2 k -ft 0.00 k -ft 0.00 k -ft 5.17 Iv Fv Dead Load -0.023 In 3.000 ft 3,112.6 L. Deft) ... 0.035 in 0.000 In 0.000 in 3.51 k -ft 0.00 k -ft 0.000 ft 0.000 Max Moment 3.51 k -ft 0.00 k -ft 0.00 k -ft © Left Support 2.61 k 12.632 in2 207.00 psi 2.34 k 2.34 k 293.00 #/ft #/ft #/ft 80.77 psi 207.00 psi Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined t' at 3.000 ft at 6.000 ft Total Load -0.062 in 3.000 ft 1,167.72 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : 488.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...LengthfDefl Sxx 49.911 in3 Area 32.375 in2 CI 2342.999 Sxx Reb'd Allowable fb 33.96 in3 1,242.00 psi 0.00 in3 1,242.00 psi 0.00 in3 1,242.00 psi @ Right Support 2.61 k 12.632 in2 207.00 psi Bearing Length Req'd 1.071 in Bearing Length Req'd 1.071 in Job # Date: 11:33AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.6 k 6.7 k @ Left 2.34 k @ Right 2.34 k Camber. © Left 0.000 in @ Center 0.035 in @ Right 0.000 in 0.88 k Max 2.34k 0.88k Max 2.34k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Cascade Residential Design, Inc. 102 South 26th Street 402 (81 9862003 ENERCALC Engineering Software' Description LGeneral Information [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads I Center Left Cantilever Right Cantilever Summary i Stress Calcs Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.194: 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 240.43 psi Fb 1,242.00 psi Center Span... pead Load Deflection -0.003 in ...Location 2.000 ft ... Length/Defl 16,372.1 Camber ( using 1.6 • D.L. Defi ) ... @ Center 0.004 in @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 31.887 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Beam2 Le Rb DL DL DL Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined' Center Span 4.00ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 1.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.17 fv 28.54 psi Fv 207.00 psi 0.000 ft 0.000 Max Moment 1.00 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.92 k 4.464 1n2 207.00 psi 188.00 #/ft #/ft 1.0 k -ft 5.2 k -ft at 2.000 ft at 0.000 ft Total Load, -0.008 in 2.000 ft 6,155.91 LL LL LL Reactions... Left DL Right DL Z i Title : Dsgnr: Description : 312.00 #/ft #/ft #/ft Maximum Shear 1.5 Allowable Shear: 0.9 k 6.7 k @ Left 1.00 k @ Right 1.00 k Camber. @Left 0.000 in Center 0004 in @ Right 0.000 in 0.38 k 0.38 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Sxx 49.911 in3 Area 32.375 in2 CI 1000.000 Sxx Rea'd Allowable ft 9.66 in3 1,242.00 psi 0.00 in3 1,242.00 psi 0.00 in3 1,242.00 psi @ Right Support 0.92 k 4.464 in2 207.00 psi 1.00 k Bearing Length Req'd 0.457 in 1.00 k Bearing Length Req'd 0.457 in Job # Date: 11:39AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.00k Max 1.00 k 2E62 pead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Cascade Residential Design, Inc. 102 South 26th Street Tacoma wA } Tel: 26 I 'r r 1 c l:ati: 2571 K � NE . t11e T (c)19837W3 ENERCALC Erginserig S oilwars - GC:4fd Beam` Description Beam3 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined r Section Name 6x8 Beam width Beam Depth Member Type Load Dur. Factor Beam End Focity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Summary Span= 6.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.298: 1 Maximum Moment 1.0 k -ft Allowable 3.3 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 231.45 psi Fb 776.25 psi Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 • D. @ Center @ Left © Right Bending Analysis Ck 30.529 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 5.5001n 7.500 in Sawn 1.150 Pin -Pin 0.99 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.34 fv Fv pead Load -0.011 in 3.000 ft 6,327.6 L. Deft ) ... 0.017 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 0.99 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.79 k 4.892 in2 181.00 psi 0.66 k 0.66 k 83.00 #/ft Wit #/ft at at 19.09 psi 161.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.030 in 3.000 ft 2,376.41 3.000 ft 6.000 ft Titie Dsgnr: Description r.r4cope -; LL LL LL Reactions... Left DL Right DL © Right Support 0.79 k 4.892 in2 161.00 psi Bearing Length Req'd Bearing Length Req'd 6.00ft Lu ft Lu ft Lu 675.0 psi 140.0 psi 405.0 psi 1,100.0 ksi 138.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. 0.8 k 6.6 k @ Left 0.66 k @ Right 0.66 k Camber. @ Left 0.000in @ Center - 0.017in @ Right - 0.000in 0.25 k 0.25 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Sxx 51.563 in3 Area 41.250 in2 CI 663.000 Sxx Recd Allowable fIa 15.37 in3 776.25 psi 0.00 in3 776.25 psi 0.00 in3 776.25 psi peed Load Total Load 0.000 in 0.000 in 0.0 0.0 Stress Calcs 1 0.298 in 0.298 in Job 0 Date: 1133AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.66k Max 0.66 k 0.000 in 0.000 in 0.0 0.0 t Cascade Residential Design, Inc. 102 South 26th Street T ,P c9Ta WA 98402 `2 (c)1983-2003 ENERCALC Engineering Software ii Description General Information Section Name 2x8 Beam Width 1.500 In Beam Depth 7.250 in Member Type Sawn Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 8.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 0.64 k -ft Max. Negative Moment 0.00 k -ft Max f Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 1.28 fb 584.45 psi fv 37.78 psi Fb 1,173.00 psi Fv 172.50 psi Deflections Center Span... Deed Load Deflection - 0.045 in ...Location 4.000 ft ...Length/Defl 2,150.2 Camber ( using 1.5 • D.L. Defl) ... C Center 0.067 in C Left 0.000 in et Right 0 000 in [Stress Caics Bending Analysis Ck 29.576 Cf 1.200 C Center C Left Support ft Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing et Supports Max. Left Reaction Max. Right Reaction Beam4 Le Rb DL DL DL 0.000 ft 0.000 max Moment 0.64 k -ft 0.00 k -ft 0.00 k -ft Left Support 0.41 k 2.382 in2 172.50 psi 30.00 #/ft #/ft #/ft Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user damned Center Span 8.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Hem Fir, No.2 Fb Base Allow 850.0 psi Fv Allow 150.0 psi Fc Allow 405.0 psi E 1,300.0 ksi Depth = 7.25in, Ends are Pin -Pin 0.498 : 1 0.6 k -ft 1.3 k -ft at 4.000 ft at 6.000 ft Total Load -0.119 in 4.000 ft 806.34 LL LL LL Reactions... Left DL Right DL Tide : Dsgnr: Description : 50.00 #/ft #/ft #/R Maximum Shear' 1.5 Allowable Shear. Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Sim 13.141 in3 Area 10.875 in2 CI 320.000 $xx Redd Allowable fb 6.55 in3 1,173.00 psi 0.00 in3 1,173.00 psi 0.00 In3 1,173.00 psi Q Right Support 0.41 k 2.382 in2 172.50 psi 0.32 k Bearing Length Req'd 0.527 in 0.32 k Bearing Length Req'd 0.527 in Job # Date: 11:33AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.4 k 1.9 k Left 0.32 k (ft Right 0.32 k Camber. C Left 0.000 in Center 0.067in Right 0.1100 in 0.12 k 0.12 k Max 0.32k Max 032 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 UPPER FLOOR FRAMING PLAN CA D E Residential Design, Inc. see A ESE IIMEEMBEIMMINEMIE IIIMEIVELMEr �' •••u•11••••••••■ •• ■■ ■ ■■■■■rnr i ° NI !i •••••■■•0n1011r ••••••••••••••■■• ■g! 1 al 3 ■ ■■ ■ ■ ■ ■■ 1111111a1 O u ■ ■■u ••11111••111MMETWAINI • 4 5 I A Z' 350 36 D 1 rwo 7.536/14 Job Name Location U� &lZ pLM6Q FitkoNi l3ebkm Technical Representative Job Number MUM Sheet of By tNl4- 102 South 26th St • Tacoma, WA 98402 253.264.3170. 253.2893183 fax email: cascade@ix.netcom.com Date a r tan E ■■■ Rev: 580000 General Timber Beam 1 Description Full Length Uniform Loads Summary upper floor joist optional General Information Code Ref. 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow 850.0 psi Fv Allow 150.0 psi Fc Allow 405.0 psi E 1,300.0 ksi Center DL 16.00 ti/ft LL 52.00 #/ft Left Cantilever DL $1/ft LL #/ft Right Cantilever DL #/ft U. #/ft 1 1.500 in 11.250 in Sawn 16.00ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK Span= 16.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.892: 1 Maximum Moment 2.3 k -ft Maximum Shear * 1.5 0.8 k Allowable 2.6 k-ft Allowable 2.5 k Max. Positive Moment 2.30 k -ft at 8.000 ft Shear. @ Left 0.57 k Max. Negative Moment 0.00k -ft - at 0.000 ft C Right 0.57k Max © Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 2.58 Reactions... 1b 871.49 psi Iv 45.34 psi Left DL 0.16 k Fb 977.50 psi Fv 150.00 psi Right DL 0.16 k Deflections Camber. © Left 0.000 in Center 0.189in Right 0.000 in Max 0.57k Max 0.57 k Center Span... Dead Load Total Load Left Cantilever... peed Load Total Load Deflection -0.126 in -0.458 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,520.9 419.55 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) ... Deflection 0.000 in 0.000 in 01 Center 0.189 in ...Length/Defl 0.0 0.0 Left 0.000 in Right 0.000 in C rtili ymn aWOnm TJ -Beam® 6.16 Serial Number. 7004113550 • User. 2 7/14/2005 9:47:30 NA Page 1 Engine Version: 1.16.5 LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Width 1 Stud waft 3.50" 2.25" 2 Stud wall 3.50" 2.25" Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: Plan 2536/2 Bearing Vertical Reactions (Ibs) Detail Length Live /Dead /Uplift/Total 427/128/0/555 427/128/0/555 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control 540 -534 1560 540 540 1018 2105 2105 3015 0.262 0.390 0.341 0.779 39 35 - Deflection Criteria: STANDARD(LL:L/480,TL:L/240). - Deflection analysis is based on composite action with single layer of 19/32" Structurwood Edge (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Copyright 0 2004 by True .foist, a Weyerhaeuser Business TJI® and TJ- Beam are registered trademarks of Trus Joist. e -I Joist "%Pro' and TJ -Pro" are trademarks of True Joist. Upper floor joists optional 11 7/8" TJI ®110 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED L '121 16' Product Diagram Is Conceptual. A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® Control Passed (34%) Passed (53%) Passed (70%) Passed (1/713) Passed (L/548) Passed Other Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. btran @cascaderd.com Description 5. great room window General Information Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL © Right Dead Load Live Load ...distance 2,350.0 lbs lbs 2.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 752.61 psi Fb 875.00 psi Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 • D. @ Center © Left @ Right 5.500 in 9.500 in. Sawn 385.00 #/ft 12.00 #/ft 12.00 #/ft lbs lbs 0.000 ft seemeenew pead Load -0.073 in 3.552 ft 1,308.9 L. Deft ) ... 0.110 in 0.000 in 0.000 In 0.860 1 5.2 k -ft 6.0 k -ft 5.19 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 6.03 fv Fv General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi LL @ Left LL @ Right LL @ Left LL © Right 80.79 psi 170.00 psi lbs lbs 0.000 ft Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Total Load -0.093 In 3.584 ft 1,028.18 2.016 ft 0.000 ft Reactions... Left DL Right DL 528.00 #/ft 528.00 #/ft 40.00 #/ft 40.00 #/ft lbs lbs 0.000 ft 8.00 ft ft ft 2.51 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft Max 0.78 k Max Dead Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft 0.000 ft 2.000 ft 2.000 ft 8.000 ft lbs lbs 0.000 ft Beam Design OK Maximum Shear' 1.5 4.2 k Allowable 8.9 k Shear: @ Left 3.52 k @ Right 1.06 k Camber: @ Left 0.000in @ Center 0.110in © Right 0.000 in 3.52 k 1.06 k Total Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft Description 6. Dining room door General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Len th Uniform Loads Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance Max @ Left Support Max @ Right Support Max. M allow Po Fb DL DL DL 3,600.0 lbs lbs 5.000 ft 897.55 psi 900.00 psi General Timber Beam Center Span 6.00 ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi 32.500pcf E 1,600.Oksi lbs lbs 0.000 ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 3.7 k -ft Maximum Shear' 1.5 Allowable 3.7 k -ft Allowable Max. Positive Moment 3.73 k -ft at 4.992 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 3.74 fv Fv 66.00 #/ft #/ft #/ft 169.33 psi 180.00 psi lbs lbs 0.000 ft Deflections Center Span... Dead Load Total Load Deflection -0.043 in -0.060 in ...Location 3.360 ft 3.240 ft ...Length/Defl 1,676.0 1,197.61 Camber ( using 1.5 • D.L. Deft ) ... @ Center 0.064 in @ Left 0.000 in @ Right 0.000 in Code Ref: 1997 NDS, 2003 IBC. 2003 NFPA 5000 Base allowables are user defined LL LL LL Reactions... Left DL Right DL Ibs lbs 0.000 ft 220.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft lbs lbs. 0.000 ft Beam Design OK 5.5 k 5.8 k @Left 1.48k @ Right 3.88 k Camber: © Left 0.000 in @ Center 0.064 in @ Right 0.000in 0.82 k 3.22 k Max 1.48k Max 3.88k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000ft Description 7. dining room window General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Deflections 3.500 in 9.250 in Sawn 209.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Mow 625.0 psi E 1,600.0 ksi LL LL LL Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.477 : Maximum Moment 1.8 k -ft Allowable 3.7 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 429.24 psi Fb 900.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5' D. @ Center @ Left @ Right 1.79 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 3.74 fv Fv 46.06 psi 180.00 psi atirIVENDINSWallat Dead Load Total Load -0.008 in -0.022 in 2.500 ft 2.500 ft 7,285.5 2,758.43 L.Defl ) ... 0.012 in 0.000 in 0.000 in Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 2.500 ft 5.000 ft Reactions... Left DL Right DL 5.00 ft ft ft 355.00 # /ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. 0.54 k 0.54 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.5 k 5.8 k @ Left 1.43 k @ Right 1.43 k Camber: @ Left 0.000 in @ Center 0.012 in @ Right 0.000 in Max 1.43k Max 1.43 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Description 8. treated Deck Beam General Information Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 5.500 in 11.500 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 13.00 ft ft ft 675.0 psi 140.0 psi 405.0 psi 1,100.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft 60.00 #/ft #/ft #/ft LL LL LL 200.00 #/ft #/ft #/ft Span= 13.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 573.53 psi Fb 675.00 psi 5.79 k -ft 0.00 k -ft 0.850 : 1 5.8 k -ft 6.8 k -ft at 6.500 ft at 13.000 ft 0.00 k -ft 0.00 k -ft 6.82 tv 36.19 psi Fv 140.00 psi Reactions... Left DL Right DL Maximum Shear 1.5 Allowable Shear. @ Left @ Right Camber: @ Left @ Center @ Right 0.48 k 0.48 k Max Max Beam Design OK 2.3 k 8.9 k 1.78 k 1.78 k 0.000 in 0.093 in 0.000 in 1.78k 1.78 k Deflections Center Span... Dead Load Deflection -0.062 in ...Location 6.500 ft ...Length/Defl 2,506.1 Camber ( using 1.5* D.L. Defl ) ... @ Center 0.093 in @ Left 0.000 in @ Right 0.000 in Total Load -0.230 in 6.500 ft 678.67 Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Dead Load N� 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Description 9. Deck joists General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 2x8 Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 10.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max: Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb Fb 804.24 psi 977.50 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right DL DL DL 1.500 in 7.250 in Sawn 1.000 Pin -Pin 32.500 pcf 0.88 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.07 fv Fv Dead Load -0.067 in 5.000 ft 1,789.7 • D.L. Defl ) ... 0.101 In 0.000 In 0.000 in 16.00 #/ft #/ft #/ft General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 0.823 : 1 0.9 k -ft 1.1 k -ft at 5.000 ft at 0.000 ft 42.76 psi 150.00 psi Total Load -0.256 in 5.000 ft 468.78 LL LL LL Reactions... Left DL Right DL 10.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1.300.0 ksi 52.00 #/ft #/ft Wit Lu Lu Lu Maximum Shear * 1.5 Allowable Shear. @ Left @ Right Camber: @ Left @ Center @ Right Max 0.09 k Max 0.09 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Lengt /Defl Dead Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK 0.5 k 1.6 k. 0.35 k 0.35 k 0.000 in 0.101 in 0.000 in 0.35 k 0.35 k Total Load 0.000 in 0.0 0.000 in 0.0 Description 10. Beam between dining /great room General Information Section Name MicroLam: 3.5x11.25 Beam Width 3.500 in Beam Depth - 11.250 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Center Left Cantilever Right Cantilever Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb Fb Deflections 2,308.06 psi 2,600.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Loads DL DL DL 1.000 Pin -Pin 32.500 pcf Span= 12.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.888 : 1 14.20 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 16.00 fv Fv 180.00 #/ft #/ft #/ft General Timber Beam 14.2 k -ft 16.0 k -ft 152.91 psi 285.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 12.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi at 6.000 ft at 12.000 ft Deac 1Sacal -0.112 in -0.466 in 6.000 ft 6,000 ft 1,289.3 308.71 •D.L. Deft )... 0.168 in 0.000 in 0.000 in LL LL LL Reactions... Left DL Right DL 600.00 #/ft #/ft #/ft Maximum Shear • 1.5 Allowable Shear: © Left @ Right Camber: @ Left @ Center @ Right Max 1.13 k Max 1.13 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Peed Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Beam Design OK 6.0 k 11.2 k 4.73 k 4.73 k 0.000 in 0.168 in 0.000 in 4.73 k 4.73 k Total Load 0.000 in 0.0 0.000 in 0.0 AAkap Residential Design, Inc. NEWEEMEEMMEENENENEENENE I!!l mo: NENEWM ,EN■■■ ■■■■■■ ■■limns • / ; ■■■ ■■■■■■■n■ • ■■■■■■■■■■■■■■ ■ ■■■ ■■■■■■r,01 ■■■■■■■■■ ■■■■■■■■■■■■■■ ■■■■■■■■ NEENNnrPnS .•■ ■■■ ■ ■■■ ■■■EEME ■EIIIN ■EMNSWMa■■■■■■■■■■■■WMUMM i' ■■■■■■==■■■■■■■■■■■■■■■■■■■■ uuiniuui;iiiiuinnn oremusmom ri amm... ■ ■■ ■ ■E. ■.. ISMONSEITIMILatraes 11111111111111 4' /11111 ■�flA�l�l�'�FX.'li■■ ■ ■ ■ ■■ ■ ■■■■■■■■■■ vn a ■i ■rirt _ ■■■■■■■■■■■■■■■miin ■ MMEMMEW : ■■■■■■■■■■■■■■' EMEE iuiiuiniii;iiiianiniun =NEESES ■■■■■■■u ■■■■sandal r��!_r - ►�ntr i■■■ ■■■■■ ■ ■■■■ Job Name 1'1 -A-N 7-5 a /U! �� N ��� Location D1r� L L(7Z FM-004 � Sheet of l By $f N Technical Representative Job Number 102 South 26th St • Tacoma, WA 98402 253.284.3170. 253.284.3183 fax emai: cascade@ixnetcom.com Date p 010 Cascade Residential Design, Inc. A 7'� 102 South 26th Street C ASCADE Tel: 253-284-3170 98402 Residential Design, Inc. Fax: 253 -284 -3183 Rev: 580009 User: KW-0605873, Ver 5.8.0, 1-Dec-2003 General Timber Beam c11983 -2003 ENERCALC Engineering Software Description 11. Floor Beam over stair General Information Section Name Beam Width Beam Depth Member Type Bin Wt. Added to Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables areoser defined MlcroLam: 3.5x11.25 3.500 in 11.250 in Manuf /So.Pine Loads DL DL DL 1.000 Pin -Pin 32.500 pcf Center Span 18.00 ft Lu Left Cantilever. ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow Fc Allow E 1,600.0 lbs lbs lb s lbs lbs lbs 2.000 ft 0.000 ft 0.000 ft Deflections ew ts Center Span... Dead Load Deflection -0.443 in ...Location 8.568 ft ...Length /Deft 488.1 Camber ( using 1.5 D.L. Dell ) ... @ Center 0.664 In @ Left 0.000 in @ Right 0.000 in 92.00 #/ft #/ft #/ft Total Load -0.562 in 8.712 ft 384.29 LL LL LL 285.0 psi 750.0 psi 1,900.0 ksi 40.00 #/ft # /ft #/ft lbs lbs 0.000 ft Span= 18.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin • 0.464 : 1 7.4 k -ft 16.0 k -ft 7.42 k -ft at 0.00 k -ft - at 0.00 k -ft 0.00 k -ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 1,205.72 psi Fb 2,600.00 psi 16.00 N Fv Beam Design OK Maximum Shear' 1.5 3.8 k Allowable 11.2 k 7.704 ft Shear. @ Left 2.69k 18.000 ft @ Right 1.45 k Camber: @ Left 0.000in @ Center 0.664in @ Right 0.000 in Reactions... 97.46 psi Left DL 2.33 k Max 2.69 k 285.00 psi Right DL 1.09 k Max 1.45 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Dead Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft 25364a.ecwiaicuiations 0.00 ft 0.00 ft 0.00 ft Total Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft Rev: 580000 General Timber Beam Description 12. Floor over Garage General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Load Dur. Factor Beam End Fixity Wood Density Full Len! It Uniform Loads Span= 22.00ft, Beam Width = 5 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,845.34 psi Fb 2,313.99 psi Deflections Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right 5.125x16.5 5.125 in 16.500 in GluLam Loads DL DL DL 1.000 Pin -Pin 32.500 pcf 44.84 tv Fv Dead Load -0.244 in 11.000 ft 1,081.3 D.L. Defl) ... 0.366 In 0.000 in 0.000 in 132.00 #/ft #/ft # /ft 101.49 psi 240.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Mow 240.0 psi Fc Mow 650.0 psi E 1,700.0 ksi LL LL LL .125in x Depth = 16.51n, Ends are Pin -Pin 0.797 : 1 35.8 k -ft 44.8 k -ft 35.76 k -ft at 11.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft Total Load -0.955 in 11.000 ft 276.38 Reactions... Left DL Right DL 22.00 ft ft ft 440.00 #/ft #/ft #/ft 8.6 k 20.3 k @ Left 6.50k @ Right 6.50 k Camber: @ Left 0.000 in @ Center 0.366 in @ Right 0.000in Maximum Shear • 1.5 Allowable Shear: 1.66 k 1.66 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 6.50k Max 6.50 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Description 13 Floor beam at cantilever General Timber Beam General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever MicroLam: 1.75x11.25 1.750 in 11.250 in GluLam DL DL DL 1.000 Pin -Pin 32.500 pcf D eflections Center Span... Dead Load Deflection -0.004 in ...Location 7.005 ft ...Length/Defl 32,098.6 Camber ( using 1.5' D.L. Defl) ... @ Center 0.006 in @ Left 0.008 in © Right 0.000 In 16.00 #/ft 201.00 #/ft #/ft Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 11.00 ft Lu Left Cantilever 2.00ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 ksi Span= 11.00ft, Left Cant= 2.00ft, Beam Width = 1.750in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.122 : 1 Maximum Moment 0.9 k -ft Maximum Shear * 1.5 0.7 k Allowable 8.0 k -ft Allowable 5.6 k Max. Positive Moment 0.90 k -ft at 6.019 ft Shear. @ Left 0.84 k Max. Negative Moment -0.41 k -ft at 0.000 ft @ Right 0.36k Max © Left Support Max @ Right Support Max. M allow fb Fb 292.54 psi -0.86 k -ft 0.00 k -ft 8.00 fv 34.68 psi 2,600.00 psi Fv 285.00 psi Reactions... Left DL Right DL Camber: @ Left 0.008 in @ Center 0.006in @ Right 0.000in 0.56 k 0.08 k Beam Design OK Max 1.34k Max 0.36 k Total Load -0.047 in 5.708 ft 2,810.62 LL LL LL 52.00 #/d 227.00 #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl 0.00 ft 0.00 ft 0.00 ft Repetitive Member Dead Load Total Load -0.005 in -0.021 in 9,578.8 2,261.5 0.000 in 0.000 in 0.0 0.0 Rev: 580000 Description General Information Section Name 5.125x12 Beam Width 5.125 in Beam Depth 12.000 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Len,th Uniform Loads Center Left Cantilever Right Cantilever Point Loads nereyegmermmeseernvemnemeem Dead Load 1,300.0 lbs Live Load lbs ...distance 8.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb Fb 1,687.04 psi 2,400.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 • D © Center © Left @ Right 14. Garage door beam DL DL DL 1.000 Pin -Pin 32.500 pcf General Timber Beam a 84.00 #/ft #/ft #/ft Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E LL LL LL 16.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi 280.00 #/ft #/ft #/ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Span= 16.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin pead Load -0.268 In 8.000 ft 716.9 .L. Deft)... 0.402 in 0.000 In 0.000 in 0.703 : 1 17.3 k -ft 24.6 k -ft 17.29 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 24.60 fv Fv 80.74 psi 240.00 psi Total Load -0.597 in 8.000 ft 321.66 8.000 ft 16.000 ft Reactions... Lett DL Right DL lbs lbs 0.000 ft Maximum Shear * 1.5 Allowable Shear: © Left @ Right Camber: @ Left © Center © Right Max 1.43 k Max 1.43 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl lbs lbs 0.000 ft Dead Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft Beam Design OK 5.0 k 14.8 k 3.67k 3.67 k 0.000in 0.402 in 0.000in 3.67k 3.67 k Total Load 0.000 in 0.0 0.0 lbs lbs 0.000ft 0.000 in Description 15. Hall beam General Information Code Ref: 1997 NDS, 2003 IBC. 2003 NFPA 5000 Base allowables are user defined Section Name 4x10 Center Span 4.00 ft Beam Width 3.500 in Left Cantilever ft Beam Depth 9.250 in Right Cantilever ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow Deflections Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow lb 378.58 psi Fb 900.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 © Center © Left © Right DL DL DL 1.000 Pin -Pin 32.500 pcf 3.74 fv Fv Dead Load -0.003 in 2.000 ft 16,432.7 • D.L. Defl i... 0.004 in 0.000 in 0.000 in 180.00 #/ft #/ft #/ft General Timber Beam 44.94 psi 180.00 psi Fv Allow Fc Allow E Total Load -0.012 in 2.000 ft 3,909.47 LL LL LL Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.421 • 1 1.6 k -ft 3.7 k -ft 1.57 k -ft at 2.000 ft 0.00 k -ft at 4.000 ft 0.00 k -ft 0.00 k -ft Reactions... Left DL Right DL 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 600.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: Camber: 0.37 k 0.37 k Lu Lu Lu. 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.5 k 5.8 k @ Left 1.57k © Right 1.57k @ Left 0.000 in @ Center 0.004in © Right 0.000in Max 1.57k Max 1.57k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 4fr LJ L . 7^' , "1 ' v l FA. L J so- 1 t _J I I ',I I ' ----- IVF • .% SALCILGRADE r r•-"rtr, FOUNDATION / FRAMING PLAN _J CA ADE Residential Design, Inc. IraintioliVETALMEMIIISEM immentmrsmermummandiii NIP OrOmprAermim MEMMEMMEMEMMEMEMEMMEMMEMMEMEEM MEMMINIMMEMEMO MOMMIIMMEMEAMMME MMEMMEMMEMMEMMEMMEMMEMMUMEMMEM MEEMEMEMOIMMEMMEMMEMMINIMEMEMMEM MEMMENMEMMEMIIMMEMMEMMEMMEMMEM MMIONIMMEMEMMEMMEMMEMMEMMEMBEEE MMINIMMOMMERMENIUMMEMINIMMEME MMEMEMEMMINIMEMMEMMEMMEMMEMMEMM IIIIIII ii uuunnininuuuuuiu 1111111 111111111111111111111 ` tk-t 2536 A� Location FbI)N�g -jl o GRAN' Sheet Technical Representative Job Name Job Number 102 South 26th St • Tacoma WA 98402 253.284.3170. 253.284.3183 fax email. cascade@ixnetcom.com of Date Rev: s80000 Description 16 Crawl space girder w/ bearing above General Information 4x10 Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.686: 1 2.6 k -ft 3.7 k -ft 2.57 k -ft at 2.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow lb 617.08 psi Fb 900.00 psi Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right DL DL DL 3.74 fv Fv Dead Load -0.006 in 2.000 ft 8,472.0 L.Defl) 0.008 in 0.000 In 0.000 in 356.00 #/ft #/ft #/ft 73.25 psi 180.00 psi General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Center Span 4.00 ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi 32.500pcf E 1,600.0 ksi Total Load -0.020 in 2.000 ft 2,398.45 LL LL LL Reactions... Left DL Right DL 920.00 /Sift #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 2.4 k 5.8 k @Left 2.57k @ Right 2.57 k Camber: @ Left 0.000 in @ Center 0,008 in @ Right 0.000 in 0.73 k 0.73 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 2.57k Max 2.57 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 590000 Description General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Deflections Center Left Cantilever Right Cantilever Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 457.98 psi Fb 900.00 psi 17. Crawl space girder w /out bearing above DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -pin 32.500 pcf Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Center Span... Peed Load Deflection -0.008 in ...Location 3.000 ft ...Length/Defl 8,827.9 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.012 in @ Left 0.000 in @ Right 0.000 in 1.90 k -ft 0.00 k -ft 96.00 #/ft St/ft #/ft 0.509 : 1 1.9 k -ft 3.7 k -ft at 3.000 ft at 0.000 ft 0.00 k -ft 0.00 k -ft 3.74 fv 43.78 psi Fv 180.00 psi General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Total Load -0.033 in 3.000 ft 2,154.43 LL LL LL Reactions... Left DL Right DL 320.00 #/ft #/ft #/ft Maximum Shear • 1.5 Allowable Shear: 0.31 k 0.31 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.4 k 5.8 k @ Left 1.27 k @ Right 1.27 k Camber: @ Left 0.000in @ Center 0.012 in @ Right 0.000in Max 1.27k Max 1.27k Dead Load Total load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 Description 18. Crawl space joist typical General Information Code Ref. 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1 Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf [Full Length Uniform Loads Deflections Center Left Cantilever Right Cantilever Summary t Max. Positive Moment Max. Negative Moment Max @ Left Support Max Right Support Max. M allow fb 360.39 psi Fb 977.50 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 et Center @ Left 42 Right DL DL DL 1.500 in 9.250 in Sawn Span= 8.50ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.36s ; 1 Maximum Moment 0.6 k -ft Maximum Shear • 1.5 0.4 k Allowable 1.7 k-ft Allowable 2.1 k 0.64 k -ft at 4.250 ft Shear. @ Left 0.30 k 0.00 k -ft at 0.000 ft @ Right 0.30 k 0.00 k -ft Camber. © Left 0.000 in 0.00 k -ft 42 Center 0.026 in 1.74 Reactions... @ Right 0.000 in N 26.93 psi Left DL 0.08 k Max 0.30k Fv 150.00 psi Right DL 0.08 k Max 0.30 k Dead Load -0.017 In 4.250 ft 5,838.2 • D.L. Den) ... 0.026 In 0.000 in 0.000 in 16.00 #/ft #/ft #/ft General Timber Beam Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.065 in 4.250 ft 1,570.25 LL LL LL 52.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft 8.50ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r e 7 V" kt 18. Crawl space joist optional TJ.Beem�6. � E'° b u c r B a °i n" •' TJI ® 110 @ 76" o/c User 711420059:4630 AM Pepe 1 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED PROJECT INFORMATION: Plan 2536/2 Copyright 0 2004 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist", Pro" and TJ -Proms are trademarks of Trus Joist. a Product Diagram Is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 227 / 68 / 0 / 295 A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 227 / 68 / 0 / 295 A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 280 -274 1220 Passed (22 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 280 280 1018 Passed (28 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 566 566 2380 Passed (24%) MID Span 1 under Floor loading Live Load Deft (in) 0.038 0.202 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.049 0.404 Passed (L/999 +) MID Span 1 under Floor loading TJPro 61 35 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Structurwood Edge (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM - The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.22 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. btran @cascaderd.com psi psf := — 144 F := 700psi CD 1 CFb := 1 CM := 1 Ct := I CL := 1 C F c I E':= 1300000-psi F " F " 700 psi • • Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 7/15/2005 Designer: Binh Tran Maximum Load For 6x6 DF #2 Wood Post Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 KCE := 03 KCE•E' ECE SL C _ " 1 + FCE 1 + FCE FCE F " F " F " 2-C F' := C F " Psi Maximum Load For 3 -2x6 HF #2 Built up Wood Post psf := 1 plf := psf•ft lb plf :ft H := 9.1-ft F := 1300•psi CD := 1 CFb := 1 CM := 1 C := 1 CL 1 CF := 1.1 E':= 1300000-psi F" F •C C F" 1 430 si 3 - 2x6 Built Up Post Properties c = c D' Fc c = P Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 KCE := 0.3 KCE•E' FCE SL C :_ I+ 2-C F'c := CF" c FCE = 989 psi Kf x 2-C , C - C = 0.8 F' = 557 psi Pmax Fc'A P max = 16841 lb (Maximum post Capacity) FCE = 989 psi FCE 2 / 1 + FCE FCE F " F " F " 2-C ,, C F' = 792 psi Kf Kf:= 1 h 5.5-in t := 5.5-in h := 5.5-in t := 3-(1.5)-in A:= t-h 12 1.2 S :_ h C = 0.55 plf := psf-ft 6x6 Wood Post Properties A: =t-h A = 30.3 in 3 1.= 1= 76.3 in 12 S := 1�2 S = 27.7 in (Kt = 0.6 for unbraced nailed built up posts - 0.75 for bolted) Kf 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A= 24.8 in 2 3 l t h 1= 62.4in S = 22.7 in lb: =plf -ft H: =9.Lft Pmax F'c'A Pmax = 19612 lb (Maximum post Capacity) Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536-2k mcd 7/15/2005 Designer: Binh Tran Maximum Load For 2 -2x6 HF #2 Built up Wood Post F := 1300-psi CD := 1 CFb 1 CM := 1 Ct := 1 CL := 1 CF 1.1 E' := 1300000 -psi F" F C C F" 1430 psi 2 Built Up Post Properties c := c D' Fc c P Axial Load Capacity Slenderness Ratio (SL) H SL: = — h FCE C F' C,-F' Maximum Load For4x4 HF #2 F 1300•psi E':= 1300000•psi F "c Fc Axial Load Capacity Slenderness Ratio (SL) SL := C := 0.8 KCE := 03 K C E •E' FCE SL C F'c := CP „ Fc KCE SL C := 0.8 KCE := 0.3 F = 989 psi 2 1 + 1 + — FCE FCE FCE F " F " F " 2•C 2-C C _ F " = 1495 psi FCE = 401 psi F' = 375 psi Kf Fi = 792 psi P max := F' A A := t-h t•h 1 12 S: =— h CD := 1 CFb := 1.5 CM := 1 C := 1 CL := 1 CF := 1.15 Ci := 0.85 h 3.5 -in t := 3.5-in 12 I +FCE 1 + FCE ,2 FCE S = I -2 S = 7.1 in Pc F „ c F h Kt 2•C 2-C C C = 0.25 psf := psi 1 plf := psf•ft 16:= plf•fr H:= 9.1 fr Kf := 1.0 h := 5.5-in t (2)•1.5•in 12 C P = 0.55 Pmax := F'c A Pmax = 4599 lb (K1 = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A= 16.5 1 = 41.6 in S = 15.1 in Pmax = 13074 lb (Maximum post Capacity) psf := psr plf := psf -ft 1b:= plf•ft H:= 9.1 -ft 144 4x4 Wood Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A: =t•h A= 12.3 in 2 3 1 := t h 1= 12.5 in (Maximum post Capacity) FCE C :_ Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 7/15/2005 Designer: Binh Tran psi psf := 144 F 1300•psi CD = I CFb := 1 CM = 1 C1:= 1 CL := 1 CF 1.1 E' := 1300000-psi F " Fc•CD'CFc Maximum Load For 3 - 2x4 HF #2 Built up Wood Post Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 03 KCEE SL 2 F' C " F " = 1430 psi FCE = 401 psi FCE � FCE .N2 FCE 1+ — 1+ — F " F " F " 2 -C 2-C / C _ F = 374 psi Maximum Load For 2 - 2x4 HF #2 Built up Wood Post F := 1300-psi CD := 1 CFb := I CM := 1 Ct := 1 CL := 1 CF = 1.1 E':= 1300000 -psi F" F C C F" 1430 psi 2 Built Up Post Properties c:= c D' Fc c= P Axial Load Capacity Slenderness Ratio (SL) SL = C := 0.8 KCE := 03 FCE := Cp :_ KCE'E SL FCE = 401 psi Kf Pmax := F' A i 2 FCE FCE FCE F " F " F " 2-C \ 2 -C C Kf F' = 374 psi P max := P A 3 -2x4 Built Up Post Properties Kf := 1.0 (K1= 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5 -in t:= 3.1.5 -in A t•h A = 15.8 in • 3 1. th 1= 16.1 in 12 S:= 1 - S= 9.2in h Cp = 0.26 max = 5893 lb (Maximum post Capacity) psi psf := 1 plf := psf ft 1b:= plf-ft H:= 9.1-ft Kf = 1.0 (Kf : 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5-in t := (2)•1.5 -in A =t -h A= 10.5 in 3 1 = 1= 10.7in 12 S = 1 -2 S= 6.lin h C = 0.26 plf := psf -ft lb := plf -ft H:= 9.1-ft Pmax = 3928 lb (Maximum post Capacity) Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.mcd 7/15/2005 Designer: Binh Tran Maximum Load For 6x6 HF #2 Treated Post F = 460•psi CD 1 CFb := 1 CM = 1 C := 1 C := 1 CF := E':= 1045000•psi F" F •C C F" 460 psi 6x6 Treated Wood Post Properties c= c D' Fc c= P Axial Load Capacity Slenderness Ratio (SL) SL := h FCE C p = FCE SL C p = F' = CP " F c KCE'E SL 2•C C := 0.8 KCE := 0.3 FCE = 795 psi 2 1 + FCE 1 + F CE FCE F " F " F " 2.0 2.0 i C Kt Maximum Load For 4x4 HF #2 Treated Foundation Post Kf = 1.0 h := 5.5.in t 5.5.in A th 1:= NI 3 12 S := 1_2 h C = 0.84 A = 30.3 in 1 = 76.3 in S= 27.7in F' := C F " F' = 387 psi Pmax = FC A Pmax = 1170016 (Maximum post Capacity) psi psf := 144 F = 1040-psi CD := 1 CFb := 1 CM = 1 C.1:= 1 CL := 1 CF := E':= 1235000•psi F " := F P = 1040 psi Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE = 0.3 KCE'E' FCE= 1970psi 2 FCE F rCE 1 +— 1 + F" F" F " 2•C C Kf F' = 892 psi Pmax := F' A 4x4 Treated Wood Post Properties Kf := 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5•in t:= 3.5•in psi psf := 1 plf := psf•ft lb := plf•ft H:= 9.1.ft A: =t•h A= 12.3in 3 1= t•h 1= 12.5in4 12 S := 1a S = 7.l in Cp = 0.86 (K1= 0.6 for unbraced nailed built up posts - 0.75 for bolted) Pm = 10930 lb (Maximum post Capacity) pif := psf•ft lb := plf•ft 1-I = 4.ft REVIEWED FOR CODE COMPLIANCE $ nnDoVEO AUG 0 9 2006 Of Tukwila BUILDING DMSION GEOTECHNICAL ENGINEERING STUDY PROPOSED SINGLE - FAMILY RESIDENCES 38" AVENUE SOUTH TUKWILA, WASHINGTON E -10803 October 15, 2003 PREPARED FOR SECURE CAPITAL #2, LLC Scott S. Riegel S _ _ " : . s7/z%/ I FILE COPY p,., —It Pin Raymond A. Coglas, P.E. Manager of Geotechnical Services I ��15/p3 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 CITY OF TUKWILA FEB 2 4 2006 PErirvn I CENTEh porn -cis IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor As troublesome as subsurface problems can be. their frequency and extent have been lessened considerably in recent years. due in large measure to programs and publications of ASFE/ The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost- overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique set of project- specific factors These typically include: the general nature of the structure involved. its size and configuration; the location of the structure on the site and its orientation; physical concomitants such as access roads. parking lots. and underground utilities. and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems. consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise. your geotechnical engineering report should not be used: • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership. or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions,'their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist. because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth. rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geolechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration. construction decisions should not be based on a geolechnical engineering report whose adequacy may have been affected by time. Speak with the technical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adjacent to the site and natural events such as floods. earthquakes or ground- water fluctuations may also affect subsurface conditions and. thus. the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers' reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise. this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other perions for any purpose, or by the dient for a different purpose. may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer Earth Consultants, Inc. I kv I'et nsis t. Elwin + n %r7%l;l 4i1fN, ESE 1975 ! %MLtiIn ' II'hll »4& IflK) ' YI ❑ blyxr ikxi ti•n'i.re October 15, 2003 E -10803 Secure Capital #2, LLC P.O. Box 25127 Seattle, Washington 98125 Attention: Mr. Gary Greer Dear Mr. Greer: Earth Consultants, Inc. (EC1) is pleased to submit this report titled "Geotechnical Engineering Study, Proposed Single - Family Residences, 38 Avenue South, Tukwila, Washington ". This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of this study was outlined in our proposal PR- 10803, dated August 5, 2003. In general, this study indicates that the site is underlain by native soils consisting of medium dense to dense, fine sandy silt and silt. The City of Tukwila has designated the slope located in the west portion of the property as a sensitive area due to the slope gradients. As such, part of this study includes an assessment of current slope conditions and impacts to the overall stability of the proposed project. Based on visual slope evaluation, the steep slopes located along the western site boundary appear stable. In our opinion, the proposed development will not increase the potential for global slope instability of the subject property or adjacent properties, provided the geotechnical recommendations provided in this report are incorporated into the final design. The proposed buildings can be supported on a conventional spread and continuous footing foundation system bearing on competent native soil or structural fill. Slab on grade floors can be similarly supported. Competent native soils capable of providing adequate support for the proposed building loads were encountered at depths of approximately two feet below existing grade. ECI appreciates this opportunity to be of service to you. If you have any questions, or need further assistance, please call. Respectfully submitted, SSR/RAC /csm TS, INC. yrrond A. ' I_ P Manager of Geotechnical Services 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 TABLE OF CONTENTS E -10803 PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 2 Surface 2 Subsurface 2 Groundwater 3 Sensitive Area Assessment 3 Laboratory Testing 5 DISCUSSION AND RECOMMENDATIONS 6 General 6 Site Preparation and General Earthwork 6 Foundations 7 Slab -on -Grade Floors 8 Permanent Retaining and Foundation Walls 9 Seismic Design Considerations 9 Excavations and Slopes 10 Site Drainage 11 Utility Support and Backfill 12 Pavement Areas 12 LIMITATIONS 13 Additional Services 1 3 ILLUSTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Plate 5 APPENDICES TABLE OF CONTENTS, Continued E -10803 Appendix A Field Exploration Plate Al Legend Plates A2 through A4 Test Pit Logs Vicinity Map Test Pit Location Plan Retaining Wall Drainage and Backfill Typical Footing Subdrain Detail Typical Utility Trench Fill General This report presents the results of the geotechnical engineering study completed by Earth Consultants, Inc. (ECI) for the proposed single - family residences, 38t Avenue South, Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site, and based on the conditions encountered, to develop geotechnical recommendations for the proposed site development. The scope of services included a subsurface exploration to characterize soil conditions at the site, an assessment of the steep slopes along the western site boundary, and preparation of this study with geotechnical recommendations for the proposed site development. Project Description GEOTECHNICAL ENGINEERING STUDY PROPOSED SINGLE - FAMILY RESIDENCES 38 AVENUE SOUTH TUKWILA, WASHINGTON E -10803 INTRODUCTION ECI understands it is planned to develop the site with two single - family residences, each with a footprint of approximately 1,150 square feet with an attached garage. The proposed residences will be of relatively lightly - loaded wood -frame construction supported on conventional foundation systems. At the time this study was performed, the site, proposed site layout and our exploratory locations were approximately as shown on the Test Pit Location Plan, Plate 2. Based on the preliminary discussions with the client, the building sites will be located in the central portion of the site, with the southern house, Building Site 2, keying into the toe of the existing slopes located along the western site boundary. Based on experience with similar projects, anticipated wall loads will be in the range of 2 to 3 kips per lineal foot, column loads in the range of 10 to 12 kips, and slab -on- grade floor loads of 150 pounds per square foot (psf). We understand that cuts of up to eight to ten feet into the existing slopes will be required to achieve design grades for Building Site 2. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Surface Subsurface SITE CONDITIONS Earth Consultants, Inc. E -10803 Page 2 If the above project description is incorrect or the project information changes, ECI should be consulted to review the recommendations contained in this study and make modifications, if needed. The subject site is located on the south end of 38 '' Avenue South, Tukwila, Washington (see Plate 1, Vicinity Map). The site is bordered to the north, south and east by developed parcels and to the west by a steep slope ascending to the western property boundary. The subject site is roughly rectangular in shape, with the long axis trending north to south. The site slopes, on the western half of the site, are fully vegetated with brush and a mixture of evergreen and deciduous trees. There is a benched area, created by a previous utility installation, extending from the toe of the slope to the eastern site boundary. An existing concrete retaining wall is located along a portion of the east property line. The steep slope on the western half of the site ascends approximately 14 feet to the western site boundary. The City of Tukwila has designated this slope as a sensitive area due to slopes that exceed 40 percent. An assessment of the steep slope area located to the west of the site is presented in the Sensitive Area Assessment section of this study. Subsurface conditions were evaluated by excavating three test pits, within the proposed building footprints, along the steep slope faces, to a maximum depth of ten feet below existing grades at the approximate locations shown on Plate 2. Please refer to the Test Pit Logs, Plates A2 through A4, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Up to six inches of topsoil was encountered at our test pit locations. The topsoil was characterized by its dark -brown color and organic content. In no case should the topsoil be used as structural fill, nor should it be mixed with materials to be used as structural fill. Underlying the topsoil, loose to medium dense fine sandy silt (Unified Soil Classification ML) was encountered extending to four feet below existing grades. Underlying the fine sandy silt, dense silt (ML) was encountered extending to the maximum exploration depth of ten feet. Conditions graded from loose to dense with depth. The geologic map of King County identified Pre - Vashon Drift deposits in the vicinity of the site. Silt, sand and clay deposits are consistent with Pre - Vashon Drift. Groundwater At the time of the subsurface exploration, (September, 2003) no groundwater seepage was encountered. However, due to the proposed site grading that is required to achieve design elevations, groundwater seepage should be anticipated in site excavations. The contractor should be made aware that groundwater is not static. There will be fluctuations in the level depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the water level is higher and seepage rate is greater in the wetter winter months (typically October through May). Sensitive Area Assessment As part of our study,.._ the steep slope area located in the western portion of the property was observed for signs of instability. The toe of the slope is located along the central axis of the site and ascends approximately 14 feet to the western site boundary, at which point the slope breaks to a lesser gradient. Vegetation along the slope face is well established and consists primarily of heavy brush and mature trees. The City of Tukwila, Chapter 18.45.020, subsection "E" — "Areas of Potential Geologic Instability" provides criteria for assessing erosion and landslide hazard areas. Earth Consultants. Inc. E -10803 Page 3 GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 The City of Tukwila classifies areas of potential geologic instability using the following criteria: 18.45.020 "E" Areas of Potential Geologic Instability. 1. Class 1 areas, where landslide potential is low, and which slope is less than 20 percent; 2. Class 2 areas, where landslide potential is moderate, which slope is between 20 percent and 40 percent, and which are underlain by relatively permeable soils; 3. Class 3 areas, where landslide potential is high, which include areas sloping between 20 percent and 40 percent, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40 percent; 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope; and 5. Areas of potential seismic instability, with soft soils, loose sand and a shallow groundwater table. The steep slopes in the western portion of the site meets Criteria 3 as defined above. Based on our understanding of the proposed development and the conditions observed at the time of our visit, construction activities will not increase the potential for slope instability for the subject or surrounding properties. The slope gradient breaks near the western site boundary. No off -site topographic information was available at the time of this study, however, the slopes to the west of the subject site appear to be on the order of 20 to 30 percent. In order to assess the potential erosion hazard and the stability of the site slopes, we performed a visual reconnaissance of the steep slopes. During our reconnaissance, we traversed portions of the slopes located in the western portion of the site to observe potential indications of recent or past instability and potential for future instability. During our reconnaissance, we did not observe any indications of deep- seated, global instability affecting the site. Earth Consultants, Inc. E -10803 Page 4 GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 The slope is covered by an understory of dense brush and fairly mature deciduous trees. The presence of the dense brush obscured most of the surface of the slope, but also suggests no recent slope failures have occurred or the failures have been surficial. Based on our experience with similar slope conditions, it is possible that debris flows have occurred within the descending slope in the past. However, due to the limited elevation of the slope, the volumes generated by slopes of this size would be relatively small. In our opinion, the planned development will not adversely impact the stability of the existing slopes located in the western portion of the property. The proposed building locations are situated such that the maximum temporary cuts into the existing slope will be approximately eight to ten feet, primarily in Building Site 2. In our opinion, this is acceptable from a geotechnical standpoint. Permanent foundation walls will be constructed and will ultimately support the cuts. Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Visual field classifications were supplemented by grain size analyses on representative soil samples. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual test pit togs or on a separate data sheet contained in Appendix B. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Geotechnical recommendations provided in this study are based on interpretation of these test results. ECI cannot be responsible for the interpretation of these data by others. In accordance with the Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen 115) days following completion of this report unless directed otherwise in writing. Earth Consultants, Inc. E -10803 Page 5 GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 General Site Preparation and General Earthwork DISCUSSION AND RECOMMENDATIONS Earth Consultants, Inc. E -10803 Page 6 As previously described, the subject site is located in a City of Tukwila defined Sensitive Area. Based on the results of this study, in ECI's opinion, the proposed residences can be constructed generally as planned. The proposed buildings can be supported on conventional spread and continuous footing foundation systems bearing on competent native soil or on structural fill. Slab -on -grade floors can be similarly supported. Competent native soil suitable for foundation support was encountered at a depth of approximately two feet below existing grade. The native soils are moisture sensitive, and therefore, overexcavation and replacement with a granular structural fill may be necessary if the native soils become saturated or disturbed. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of Secure Capital #2, LLC, and their representatives. No warranty, expressed or implied, is made. This report, in its entirety, should be included in the project contract documents for the information of the contractor. The building areas to receive structural fill should be stripped and cleared of surface vegetation, organic matter, and other deleterious material. The topsoil layer encountered at out test pits, in the proposed building area, was up to six inches thick. The topsoil should be stripped and removed. The stripped materials should not be mixed with materials to be used as structural fill. Structural fill is defined as compacted fill placed under buildings, roadways, floor slabs, pavements, or other load- bearing areas. Structural fill under floor slabs, footings and pavements should be placed in horizontal lifts not exceeding. twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density determined in accordance with ASTM Test Designation D- 1557 -91 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. The top twelve (12) inches of fill under floor slabs and pavements should be compacted to 95 percent of the maximum dry density. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Foundations Earth Consultants, Inc. E -10803 Page 7 During dry weather, most granular soils, which are compactable and non - organic, can be used as structural fill. Based on the results of laboratory tests, the native fine grained and silty sand with gravel soils, at the time of our exploration, appear to be above their optimum moisture content. The native soils are moisture sensitive and will degrade and become unstable if exposed to excessive moisture or construction traffic. If imported structural fill is necessary, a non - organic, compactable, granular soil with a maximum grain size of four inches can be considered for use during dry weather conditions. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum grain size of four inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. A contingency in the earthwork budget should be included for this possibility. Based on the results of this study and provided the recommendations presented in this report are followed, it is ECI's opinion, the proposed residences can be supported on conventional spread and continuous footing foundation systems bearing on competent native soil or structural fill. Competent native soils suitable for foundation support were observed at a depth of approximately two feet below existing grade. Any organic -rich soil encountered during site grading activities that will be under structural areas such as buildings, pavement and walk areas, should be removed and replaced with a granular structural fill. Due to the moisture sensitive nature of the native soils, overexcavation and replacement with a granular structural fill may be necessary if the native soil becomes disturbed. Exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) inches. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 E -10803 Page 8 With foundation support obtained as described, an allowable soil bearing capacity of two thousand five hundred (2,500) psf should be used for design. Continuous and individual spread footings should have minimum widths of sixteen (16) and eighteen (18) inches, respectively. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. For short - term dynamic loading conditions, a one -third increase in the above allowable bearing capacities can be used. With structural loading as expected, and provided the above design criteria is followed, total settlement in the range of one inch is anticipated with differential settlement of about one -half inch. Most of the anticipated settlements should occur during construction as dead loads are applied. Horizontal loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the buried portion of the foundation. For the latter, the foundation must be poured "neat" against the competent native soils or backfilled with structural fill. For frictional capacity, a coefficient of 0.35 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of three hundred fifty (350) psf. These lateral resistance values are allowable values, a factor -of- safety of 1.5 has been included. As movement of the foundation element is required to mobilize full passive resistance, the passive resistance should be neglected if such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that soil conditions are as anticipated in this report. Slab -on -Grade Floors Slab -on -grade floors should be supported on competent native soil or on structural fill. Loose or unstable subgrade soil must either be recompacted or overexcavated and replaced with structural fill. The slab should be provided with a capillary break consisting of a minimum of four inches of free - draining sand or gravel. A vapor barrier such as a 6 -mil plastic membrane should be placed beneath the slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Permanent Retaining and Foundation Walls E -10803 Page 9 Retaining and foundation walls should be designed to resist lateral earth pressures from the retained soils, and any surcharge loading. For walls designed to yield a minimum of 0.002 times the height of the wall, lateral earth pressures can be calculated using an equivalent fluid with a unit weight of thirty -five (35) pounds per cubic foot (pcf). For non - yielding walls, the equivalent fluid pressure should be increased to fifty (50) pcf. The above lateral earth pressure values assume free - draining, horizontal backfill conditions. The above lateral earth pressures assume no surcharges due to traffic, adjacent foundation, construction loads, or other loading. If surcharges are to apply, they should be added to the above design lateral pressures. A two -foot soil surcharge should be used to account for traffic surcharges, where applicable. The walls should be provided with a perforated drain pipe and backfilled with a free - draining material at least eighteen (18) inches wide and extending the full height of the wall. The free draining backfill should consist of pea gravel or clean crushed rock. A typical retaining wall detail is provided as Plate 3. Seismic Design Considerations The Puget Lowland is classified as a Seismic Zone 3 in the 1997 Uniform Building Code (UBC). Earthquakes occur in the Puget Lowland with regularity, however, the majority of these events are of such low magnitude they are not felt without instruments. Large earthquakes do occur, as indicated by the 1949, 7.2 magnitude earthquake in the Olympia area and the 1965, 6.5 magnitude earthquake in the Midway area and the 2001, 6.8 magnitude earthquake in the Nisqually area. There are four potential geologic hazards associated with a strong motion seismic event at this site: ground rupture, liquefaction, slope failure and ground motion response. Ground Rupture: The strongest earthquakes in the Puget Lowland are widespread, subcrustal events, ranging in depth from thirty (30) to fifty -five (55) miles. Surface faulting from these deep events has not been documented to date. Therefore, it is our opinion, that the risk of ground rupture at this site during a strong motion seismic event is negligible. Earth Consultants. Inc. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Liquefaction: Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sand and silt); it must be loose; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. The effects of liquefaction may be large total and /or differential settlement for structures founded in the liquefying soils. In our opinion, the potential for liquefaction at this site is negligible. E -10803 Page 10 Slope Failure: The steep slopes with gradients of 30 percent and greater may be susceptible to surficial slope failure during a strong seismic event. In our opinion, the potential for seismically induced, deep- seated rotational slope movement is low. Ground Motion Response: The 1997 UBC Earthquake regulations contain a static force procedure and a dynamic force procedure for design -base shear calculations. Based on the encountered soil conditions, it is our opinion soil profile type So, Profile as defined in Table 16 -J should be used to characterize the site soils. Excavations and Slopes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state, and Federal safety regulations. Based on the information obtained from field exploration and laboratory testing, the dense, fine grained soils encountered in our test pits would be classified as Type B by OSHA. Temporary cuts greater than four feet in height in Type B soils should be sloped at an inclination of 111:1V (Horizontal:Vertical). If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Permanent slopes should be sloped no steeper than 2H:1 V. Site Drainage Earth Consultants, Inc. E -10803 Page 11 No groundwater seepage was encountered, at the time of our exploration (September, 2003), Groundwater seepage, however, should be expected in the deeper excavations. If seepage is encountered, the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge location. Depending on the magnitude of such seepage, it may also be necessary to connect the sump pits by a system of connector trenches. The appropriate locations of subsurface drains, if needed, should be established during grading operations by ECI's representative, at which time the seepage areas, if present, may be more clearly defined. During construction, the site must be graded such that surface water is directed away from the site slopes. Water must not be allowed to stand in areas where buildings, slabs, or pavements are to be constructed. Loose surfaces should be sealed by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. The ground should be sloped at a gradient of 3 percent for a distance of at least ten feet away from the building, except in paved areas, which can be sloped at a gradient of 2 percent. Footing drains should be installed around building perimeters, at or just below the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 4. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Roof downspouts must be separately tightlined to discharge. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Utility Support and Backfill The site soils should generally provide adequate support for utilities. Utility trench backfill is a primary concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about 12 inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve (12) inches. Existing utility pipes to be abandoned should be plugged or removed so that they do not provide a conduit for water and cause soil saturation and stability problems. A typical trench backfill section and compaction requirements for load supporting and non -load supporting areas are presented in Plate 5. Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be prepared as described in the Site Preparation and Genera/ Earthwork section of this report. This means the pavement subgrade should be compacted to at least 95 percent of the maximum dry - density. It is possible that some localized areas of soft, wet or unstable subgrade may exist after the pavement subgrade is prepared. Overexcavation and a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. Assuming a properly prepared subgrade, the following pavement section for lightly - loaded areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. Earth Consultants, Inc. E -10803 Page 12 GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Additional Services LIMITATIONS Earth Consultants, Inc. E -10803 Page 13 Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRB) materials should conform to WSDOT specifications. All rock bases should be compacted to at least 95 percent of the maximum dry density. The recommendations and conclusions provided in this study are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided by the client and experience and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the test pits. Soil and groundwater conditions between test pits may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. As the geotechnical engineer of record, ECI should be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction specifications. ECI should also be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. ECI should be retained to review the construction drawings and specifications, and to provide construction observation and testing services. 110:1,1 ert I =. Reference: Puget Sound Area L1/2s. King County / Map 655 r.cr - ' - Earth Consultants, Inc. Gemedvical Engineenng. Geology. Environmental Sciences Consultation Testing & 1030 / WABO inspection services By Thomas Brothers Maps Dated 2003 Vicinity Map -- Greer Short Plat Tukwila, Washington NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the Information resulting from black & white reproductions of this plate. Diwn. GLS Date Sept. 2003 ProJ. No. 10803 Checked SSR Date 9/3/03 Plate 1 'L I 1 14 I r -J TP -1 I TP -21 LEGEND I Subject Site fl Existing Concrete fl Retaining Well 11 Residence Garage i I I TP -1 + Approximate Location of ECI Test Pit, Proj. No. E- 10803, Aug. 2003 Potential Building Site NOTE: The topography shown on this plan Is approximate. Residence Not - To - Scale NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the Information resulting horn black & white reproductions of this plate. Earth Consultants, g60 M En sings ieao Inc. l Sc .lces �.. , - c mnUmICAI En gb mIg& : C01151 i WXBO Inspeabn services WA O Ins re cilon Test Pit Location Plan Greer Short Plat Tukwila, Washington Drwn. GLS Date Oct 2003 Proj. No. 10803 Checked SSR Date 10/15/03 Plate 2 'L I 1 14 I r -J TP -1 I TP -21 LEGEND I Subject Site fl Existing Concrete fl Retaining Well 11 Residence Garage i I I TP -1 + Approximate Location of ECI Test Pit, Proj. No. E- 10803, Aug. 2003 Potential Building Site NOTE: The topography shown on this plan Is approximate. Residence Not - To - Scale NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the Information resulting horn black & white reproductions of this plate. Min r Dia. Weep Hole / 6.o O e - o a do 0 ° 0 0 °� r o C 800 °0 1 ° Drain °° oo °` Rock 97/o:00 pc Ars WEEP HOLE DETAIL STANDARD NOTES Free Draining Backe!' 18 Inches min. 1 el 111=11111 1foot min. 12 Inches 1) Free Draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 Inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent 2) Structural backfiil should be free of organics, clayey soils, debris and other deleterious materials. K should be placed at or near the optimum moisture content 3) Where weep holes are jutitzed, surround each weep hole with 3 cubic feet of 1 inch drain rock. Maximum horizontal spacing of weep holes should be 6 feet 4) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight Jointed; with a positive gradient Do not use flexible corrugated plastic pipe. Drain ins should be bedded on and surround with free draining 1 Inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 1 foot min. Compacted Subgrade 0 0 ° 0 0 I Fr END Free Draining Bach-fill 1 inch Drain Rock III IIIIIIIII Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other Low Permeability Material Structural All compacted to 90 percent relative compaction SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Consultants, Inc. Earth . Goolechnlog Engineers. Otobans a En Ironow,BI Selmanes -, ' Ca swwdon Tenting a a:ao / WABO Ynpeabn Seniors RETAINING WALL DRAINAGE AND BACKFILL Greer Short Plat Tukwila, Washington Dtwn. GLS Date Sept 2003 Pro]. No. 10803 Checked SSR Date 9/24/03 Plate 3 Min r Dia. Weep Hole / 6.o O e - o a do 0 ° 0 0 °� r o C 800 °0 1 ° Drain °° oo °` Rock 97/o:00 pc Ars WEEP HOLE DETAIL STANDARD NOTES Free Draining Backe!' 18 Inches min. 1 el 111=11111 1foot min. 12 Inches 1) Free Draining backfill should consist of granular soil having no more than 5 percent passing the #200 sieve and no particles greater than 4 Inches in diameter. The percentage of particles passing the #4 sieve should be between 25 and 75 percent 2) Structural backfiil should be free of organics, clayey soils, debris and other deleterious materials. K should be placed at or near the optimum moisture content 3) Where weep holes are jutitzed, surround each weep hole with 3 cubic feet of 1 inch drain rock. Maximum horizontal spacing of weep holes should be 6 feet 4) Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight Jointed; with a positive gradient Do not use flexible corrugated plastic pipe. Drain ins should be bedded on and surround with free draining 1 Inch drain rock. The drain rock may be encapsulated with a geotechnical drainage fabric at the engineers discretion. 1 foot min. Compacted Subgrade 0 0 ° 0 0 I Fr END Free Draining Bach-fill 1 inch Drain Rock III IIIIIIIII Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other Low Permeability Material Structural All compacted to 90 percent relative compaction SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING ♦ • Earth Consultants, Inc. If (Ay�,�av PI..Y.a (a,p �ys&£nvwc Y,ItlW1$f1YY1911 �L•yl Ir r a Co wr.nion Teta kVV & ICBO / WABO Ylspeclbn SC,VteS TYPICAL FOOTING SUBDRAIN DETAIL Greer Short Plat Tukwila, Washington Drum. GLS Date Sept. 2003 Proj. No. 10803 Checked SSR Date 9/24/03 Plate 4 6 Inch min. r . ..? ? f `g r . • r`. 4 inch min. Diameter Perforated Pipe Wrapped in Drainage Fabric 2 inch min. / 4 inch max. FAENA t Surface seal; native soil or other low permeability material. 1' Drain Rock Slope To Drain Drain pipe; perforated or slotted rigid 0 PVC pipe laid with perforations or slots facing down; tight jointed; with a positive gradient loo not use flexible corrugated plastic pipe. Do not tie building downspout drains Into footing Ines. Wrap with Mirafl 140 Filter Fabric or equivalent 12 Inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 18 inch t 2 inch min. rcr I ris Earth \ ` Construction Consultants, MIME / WABO In �wn Inc. Scientists CEO AI TYPICAL UTILITY TRENCH FILL Greer Short Plat Tukwila, Washington . f' ..... .. 5 Drwn. GLS Date Sept. 2003 Proj. No. 10803 Checked SSR Date 9/25/03 Plate 5 LEF1END Backfill Bedding Asphalt or Concrete Pavement or Concrete Floor Slab Base Rock or Capillary Break, as Appropriate Backfill; Compacted On-Site Soil or Suitable Imported Fill Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557 -91 (Modified Proctor), unless otherwise specified In the attached report text. Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Non -Load Supporting Floor Slab or Areas - Roadway Areas arses foot min. Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING e AI :. : : . ? e... • . f' ..... .. 5 • �� � � • • ■ LEF1END Backfill Bedding Asphalt or Concrete Pavement or Concrete Floor Slab Base Rock or Capillary Break, as Appropriate Backfill; Compacted On-Site Soil or Suitable Imported Fill Material Minimum Percentage of Maximum Laboratory Dry Density as determined 90 by ASTM Test Method D 1557 -91 (Modified Proctor), unless otherwise specified In the attached report text. Bedding Material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. Non -Load Supporting Floor Slab or Areas - Roadway Areas arses foot min. Varies Varies SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING APPENDIX A FIELD EXPLORATION E -10803 Our field exploration was performed on September 2, 2003. Subsurface conditions at the site were explored by excavating two test pits to a maximum depth of ten feet below grade. The test pits were excavated using a back -hoe. Approximate test pit locations and elevations were determined by pacing from the existing lot boundaries and referencing plans provided by the client. The locations and elevations of the test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a geologist from ECI, who classified the soils encountered, maintained a log of each test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. The samples were visually classified in accordance with the Unified Soil Classification System, which is presented on Plate Al, Legend. Representative soil samples were placed in closed containers and returned to the laboratory for further examination and testing. Logs of the test pits are presented on Plates A2 through A4. The final logs represent the interpretations of the field logs and the results of laboratory examination and testing. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL. TYPICAL DESCRIPTION Coarse Grained Soils More Than 50% Material Larger Than No. 200 Sieve Size And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Clean Gravels (little or no fines) •° 0 Cs, ( V e Y e V - GW gW Well- Graded Gravels, Gravel -Sand Mixtures. Little Or No Fines M r • t I • a GP gp Poorly - Graded Gravels,Gravel - Sand Mixtures, Ulna Or NG Fines Gravels With Fines ( appreciable amount of lines ) ' ' GM gm Silty Gravels, Gravel-Sand- Silt Mixtures ♦ ` ' r , GC gC Clayey Gravels. Gravel- Sand - Clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No. 4 Sieve Clean Sand I little or no lines) 4 a •e° ° ° r o a • ° o S ur SW Well- Graded Sands, GravMly Sands, Little Or No Fines lw . 2 ' Ntw "4 %' . y %337 ?: ': !1 <.. SP Sp Poorly - Graded Sands, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount 01 tines) 333 SM sin TTT Silty Sands, Sand - Sill Mixtures SC. se Clayey Sands, Sand - Clay Mixtures Fine Grained Soils More Than 50% Material Smaller Than No. 200 Sieve Size Silts And Lirlultl mit Clays L ess Th en Li 50 I ML ml I S lits Very Sands, Rock obr, Clayey Fine San s Clayey Fine Sllta w/ Slight Fl PlasticSilty- ity 1 S CL ci Inorganic Clays Of Low 'To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean 1 III C,- OI Organic Silts And Organic Silly Clays 01 Low Plasticity Silts L Limn And Clays Greater icuid Than 50 MH Rth Inorganic Silts, Micaceous Or Diatomaceous Fire Sand Or Silty Soils A CH Ch Inorganic Clays OI High Plasticity, Fat Clays. 7 7 / /�� OH o Organic Clays Of Medium To High Plasticity. Organic Silts Highly Organic Soils 111r 11 rr x14 y PT pt Peat, Humus, Swamp Soils With High Organic Conlenis Topsoil ' y y y y J Humus And Dull Layer Fill •••••• •�•�•41•�•�• Hlyhly Variable Constituents The discussion in the text of this report Is necessary for a proper understanding of the nature of the material presented In the attached logs. DUAL SYMBOLS are used to Indicate bordedine soil classification. C TORVANE READING, tsf I r O.D. SPUR SPOON SAMPLER qu PENETROMETER READING, tsf W MOISTURE, % dry weight 11 24' I-D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED • SAMPLE NOT RECOVERED - j WATER OBSERVATION WELL poi DRY DENSITY, lbs. per cublo ft. LL UOUID LIMB, % : 2 DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION Y SUBSEQUENT GROUNDWATER LEVEL W/ DATE LEGEND TN/ 0 J _ -. : Earth Consultants Inc. G waxt h,t g a win. Gewgaw a tY vInauh ] a Sautesis Proj. No. 10803 l Date Oct. 2003 I Plate Al Project Name: Greer Short Plat Sheet of 1 1 Job No. 10803 Logged by: SSR Date: 9/2/03 Test Pit No.: TP-1 Excavation Contactor Client Provided Ground Surface Elevation: 138' Notes: General Notes W (%) Graphic Symbol *toes 'Id 4ldeG USCS Symbol Surface Conditions: Depth of Topsoil & Sod 4": blackberry brambles 19.0 28.6 SM Brown silty fine SAND with gravel, medium dense, damp -mottled texture 1 2 3 4 5 6 7 8 9 10 ML Brown fine sandy nonplastic SILT, medium dense, damp -dense -moist Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. ,I or ; A 44it. Mill :;- \\ d t i MW Earth Consultants Geoleclinica Meiners% kletita • PrNImmibertal Scientism Inc l Geo Test Pit Log Greer Short Plat Tukwila, Washington Prot No. 10803 I D.vn. GLS I Date Oct 2003 Checked SSR I Date 10/10/03 I Plate A2 Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this ecioratay hole modified by engineenng tests, analysis and judgment. They we not necessarily representative of other tines and locations We cannot accept responsibility for the use or interpretation by others of a.faatnnian acrawria.4 61.6 Project Name: Greer Short Plat Sheet of 1 1 Job No. 10803 Logged by. SSR Date: 9/2/03 Test Pit No.: TP -2 Excavation Contactor. Client Provided Ground Surface Elevation: 140' Notes: General Notes W ( %) Iogwhs o14der0 aldwes 1d 43de0 Io9Whs sosn Surface Conditions: Depth of Topsoil & Sod 4 ": blackberry brambles 23.4 272 Brown silty fine SAND with gravel, medium dense, damp - mottled texture 2 3 4 5 8 7 8-- 9 70 — ML Brown fine sandy nonplastic SILT, dense, damp -moist — — — Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. nr; » � i ��'l/ 1 (( ° i -4 `�`�� > raarth Consultants In \ i a, creair,s".�„" "'a"""""'maiset"""` Test Pit Log Greer Short Plat Tukwila, Washington Prq. No. 10803 I own. GLS I Date Oct 2003 Checked SSR I Date 10/10/03 I Plate A3 Test Pit Log Subsurface conditions depicted represent our observations at the lime and location of this exploratory hole modified by engineering tests, analysis and g nient. They are not necessarily representative ci other times and locations We cannot accept responsibility for the use or interpretation by others of dh. on. eel a,. Mw L.r. Project Nane: Greer Short Plat Sheet of 1 1 Job No. 10803 Logged by: SSR Date: 9/2/03 Test Pit No.: TP-3 Excavation Contactor Client Provided Ground Surface Elevation: 136' Notes: General Notes W (%) Iaa oi delo Depth Ft. Sample le9Whs sasn Surface Conditions: Depth of Topsoil & Sod 6": blackberry brambles & forest duff , i i 20.8 26.3 SM Brown silty fine SAND with gravel, medium dense, damp -monied texture 1 2 3 4 5 8 7 8 9 10 ML Brown sandy nonplastic SILT, dense, moist Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. ■ : ; 1 01 . it 0 Al, theit- Impf, Alor MO Earth Consultants Inc. Gratechnicalltigintra Geolonits a Bwironnw:MISclenitim Test Pit Log Greer Short Plat Tukwila, Washington i J Pic. No. 10803 I Dan. GLS I Date Oct 2003 Checked SSR I Date 10/10/03 I Plate A4 • Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this eacoratory hole modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of annefinn neseantael Mi. Inn 4 Copies DISTRIBUTION E -10803 Secure Capital #2, LLC P.O. Box 25127 Seattle, Washington 98125 Attention: Mr. Gary Greer Earth Consultants, Inc. 12/25/2005 11:12 2063E '6 OWNT 0.11 , 320 la cONCRCTE - hN[ MCN'( 15 SANITARYOSF R a e} OF Mils ,AI<LN f i1P01iRAr'HI(:AL F• RROR M 'N OF PROPER.' Y 1 NOT N irN g �!> tIFIOWN NF PI :ON• N $gq i 51 - W \ sum-Act-tom. Tas. SEE NOTE 3 LEGEND m WATER ME1R % • CLEANOUT • ' --,7 . J SANITARY SEWER 13 , STORM DRAIN YROOP' • CATCH BASIN I t7O(ro HOUSE 1 -481. X 27.3W HOUSE 2 -48'L X 2T3W IO IN courijklecis GRAIN. NO 1. BACKGROUND AND EXISTING I TOPOGRAPHY tel warns IL ma O ENGINEERS, (JOB NO. 1t050) EXCEPT SANITARY SEWER STORM, AND WATER UNE ADDED BY HAOZOUS ENGINEERING. P.S. AND LOT UP LOTS 1 & 2 HAS SEEN MOVED•, 1 ,� AND DIMENSIONS AND AREAS 7 ADJUSTED. ' 2. TOTAL OAP OF LOTS1a2ASS -4, SF . 3. PROVIDE SWALE ANO YARASAWNS * AU -ALONG WEST SIDE OF HOUSSS AND CONNECT TO ROOF SPIN LNE , CONCRETE `, • T 1 RETANND'WALL S1 41JRBAN IRALI S Haozons Engineering, PA 13428.45th Court W MukIReo, WA 98275 42A745.5114 fax 425.746.5872 phone a robertQhaazaWAOm , ,) N 1 .8S"1 '/" W . pA6E 04/04 SO -'` { 1A 14'3 , 4 114.0 (1 _ 25' EASE UTILIVEE THE SO( n 1* r. O W FEB 2 4 2006 PERMIT aENTEn z 15' PU (M z! OOIO • 2000 EASEME(' (SEE NO OF SIDES RECEIVED CITY OF TUKWILA WA TER LA (VARIES IA PER AFN 2x 2 WIDE PACE 2 CA or SAN IER , CIS GD E • OLEN PLAT OPoVEWA Y =MX SECURE CAPITAL SHORT PLAT PRELIMINARY GRADING & UTILITIES LAYOUT 1 —• 1/u/os July 14, 2006 John Tamburelli Majestic Homes 1201 Monster Rd SW, Ste 320 Renton, WA 98055 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #2 Development Permit Application Number D06 -063 Majestic Homes —13225 38 Av S, Lot 1 Dear Mr. Tamburelli: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning and Public Works Departments. At this time the Building and Fire Departments have no comments. Planning Department: Carol Lumb, at 206 431 -3661, 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. Sincerely, Jennifer Marshall Permit Technician encl File No. D06.063 P:VennifertCorrection Letters\2006\D06-063 Correction LA: M2.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 PLANNING DIVISION COMMENTS DATE: July 11, 2006 CONTACT: John Tamburelli RE: D06 -063, Lot 1, Greet Short Plat (L03 -073) ADDRESS: 13255 38 Avenue S. Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 -431 -3661. 1. The project still does not meet the required rear setback of ten (10) feet. The rear setback - measures 8 feet on the site plan. CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS DATE: July 14, 2006 PROJECT: Majestic Homes a.k.a. Greer Short Plat 13225 — 38 Ave. South (Lot 1) PERMIT NOS: D06 -063 / L03 -073 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions regarding the following comments. 1. Address previous review comments dated May 31, 2006. 2- 07 -03 -2006 JOHN TAMBURELLI 1201 MONSTER RD SW, STE 320 RENTON WA 98055 RE: Permit Application No. D06 -063 13225 38 AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 02/24/2006, 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 08/23/2006. 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 08/23/2006. 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, xc: Permit File No. 006-063 City of Tukwila Lla 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 June 8, 2006 John Tamburelli Majestic Homes 1201 Monster Rd SW, Ste 320 Renton, WA 98055 RE: CORRECTION LETTER #1 3 Development Permit Application Number D06 -044" Majestic Homes —13225 38 Av S, Lot 1 Dear Mr. Tamburelli: City of Tukwila Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning and Public Works Departments. At this time the Building and Fire Departments have no comments. Planning Department: Carol Lumb, at 206 431 -3661, 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. encl File No. D06 -063 P:VenniferComxtion Letters \2006\D06 -063 Correction Ltr #I.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 DATE: CONTACT: RE: ADDRESS: April 24, 2006 John Tamburelli D06 -063, Majestic Homes 13255 38 Avenue S PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 -431 -3661. 1. The site plan does not match the construction drawings (pgs. 3/6 and 6/6) which shows a deck off the master bathroom. The addition of the deck extends the house footprint into the rear yard setback. Please clarify whether the deck will be constructed; if so, then the house must be moved north to provide a full 10 foot rear setback If the deck will be constructed, it should be reflected on the site plan as well. No extensions are permitted into the yard setbacks other than 18- inches of eaves. 2. The site plan does not show the two foot extension on the second floor in bedroom #3 over garage. The site plan should be corrected to show this building detail. 3. When the short plat was approved for this site, a tree replacement plan was required for trees to be removed from the steep slopes. The site plan does not reflect the trees required to be planted to replace those removed from the slopes. A copy of the tree replacement plan is enclosed. DATE: May 31, 2006 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PROJECT: Majestic Homes a.k.a. Greer Short Plat 13225 – 38 Ave. South (Lot 1) PERMIT NOS: D06 -063 / L03 -073 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions regarding the following comments, 1. Verify cut/fill quantities for Lot 1. Previously provided Lot 1 & Lot 2 combined quantities were 150 cubic yards of cut and 320 cubic yards of fill. Provide cut/fill quantities for Lot 1 only for this permit. 2. Grading for Lots 1 & 2 shall be coordinated with each other. Plan shows a uniform grading plan. However, your note states that "— not building this house plan — will use this preliminary grading & utilities layout for storm drainage, water, and sewer line locations ". Verify previously provided grading contours. If grading plan is changed after Building Permit approval; then a revision would be required, including an additional permit fee. 3. Verify if driveway location is shown accurately. Revise plan sheet, if applicable. See enclosed plan sheet marked with Orange marker. 4. Show storm drainage and connection to existing CB within 38 Ave. South. 5. Retaining walls greater than 4' in height, will require structural design and permited under a separate Building Permit. Maximum height of rockeries shall be 4'. (If applicable) 6. Attachments are provided, as applicable, to facilitate plan or permit approval. FAX Earth Consultants, Inc REGARDING: Proposed Short Plat FROM Name: Scott D. Dinkelman, LEG Eo1si1: scotdinkeiman @us.bureauveritas.om TO Name: ME Gary Greer Company. Secure Capital Investment, LLC Ear (206) 361 -1525 Number of pages, including cover sheet 3 Release and Rely Letter WV TOCVVIIA APR 0 7 2006 PERMIT CENTER mmd cc: Mr. Jahn 425 - 228 -9227 Earth Consultants, Inc. A Bateau Nouns Caastwg 1805 136th place, NS Suit 281 Bellevue, WA 98005 800n00l1 Original copy to be mailed? Yes to No ❑ This FAX is lacendcd solely foe the we of the individual to wham it s addressed and may contain information dnt W privileged, cont1denual, or otherwise exempt from disclosure under applicable lam. If the receiver of thhis FAX is not the intended recipient or the employee or erne responsible for delivering the message to the intended r e c i p i e n t , you me heady notified dos any d i + s s e m ti r s u r a m S s t a b u e n r , or oopyingofthis communication is middy prohibited. Tel: (425) 643-3780 Fax (425) 746-0960 Toll Pxeec (888) 739 -6670 B 11 BEAU VEP.ITAS Job #:E -10803 Date:April 5, 2006 INCOMPLETE Doce-txt LTR #� 0880941 CZb Yka nt.' „ ne.A er 10i /'Lb /2tltlb 13: 2063611526 April 5, 2006 Earth Concubauts, Inc. Gail Sat Donna Mr. Gary Greer Secure Capital Investment #2, LLC PO Box 25127 Seattle, Washington 98216 RELEASE AND RELY Proposed Short Plat 38th Avenue South Tukwila, Washington Project No. E -10803 SECIJRECAPITAL Reference: Earth Consultants, Inc. Geotechnical Engineering Study, E- 10803, dated October 15, 2003 Earth Consultants. Inc. Proposal, PR- 10803, dated August 5, 2003 Dear Mr. Greer: Tani tuts h This letter serves as authorization to allow Mr. John aavis with � Davis Group to rely on the referenced geotechnical engineering study, In connection with engineering decisions Involving the subject property. As such, we acknowledge that Mr. sews -ls afforded the same right and privileges as our client. Mr. Davls use of the same report to read and rely upon the data Is subject to the conditions and limitations contained in the referenced report and proposal. Acceptance of this letter will signify agreement of the above - mentioned conditions. Earth Consultants, Inc. A liiwen VITIPIT Cuwptnir 1007 13dr6 Placa, N,E„ Suitt ,O1 Bellewc, WA 98005 MrIn: (425) 643-3780 Pct 1425) 74A -11W PAGE 02/05 tlJ /LO /'Lbbb 13:20 2063611526 SECURECAPITAL Secure Capital Investment #2, LLC 5-10803 April 5, 2006 We trust this information meets your needs. If you have any questions, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Scott Dinkeiman, LEG Principal SOD/nest cc: Davis Group Attention: Mr. John Ben+ia Ta �b,., Earth Consultants, Tag. Page 2 A Bloat Wars Qrpray PAGE 03/05 WS/ Lb/ 2F0bb 13:20 2063611526 SECURECAPITAL FAX Earth Coo. .ra, lac. REGA.RDIN'G: Stamp Expiration FRO Nome Scott D. Dinkaimen, LEG $mail: scottdinkeimanaus .burrmwerltas.com Number of poses, including cover sheet 2 Communication Record Original copy w be mailed? Yes 0 No 116 FAX iasonded ea* Per the are ado indisjdesl Rbeddmased sad eey monklobmuam that k pfl' se confidential, or odtawise exempt from acetate ender appliobk k►, MOW teener or dab FAX I not atadaaoded recipient or rho emphyda v pEak capons ,k tax careens the meow 1e the Wooded o:dp+aa4 pun hereby wtedkd the wry dssaosanon dstltndon, or copying of S aao munkoion is rmcdypo> dbitod Edith Conadrams, loa A nseear. Most Gap" 1905 106th Pia N.E., Suite Zn &l WA 98005 Tat (495) 643.3790 Far. (425) 7460880 TnI free: 018/87394670 Job #:E -10803 FAXED APR 05 agg DatcApril 6, 2006 PAGE 04/05 TO Name Mr. Gary Greer C.ar cosy: Secure Capimt Fan (208} 361-8023 mend P hone In Egl Meeting Q MX Q 8-Mail ❑ Phone Out Q Route' 1'o Mail & File Job No. E -10803 Current Protect ❑ Past Project IN Administrative U Marketing Q Date/Time 4/4/08 File NamelOwner) Gary Greer By Scott Dinkelman Person: Gar Greer Firm: l Secure Capital Phone No.: 206-381-1526 Fax Not 206 -361 -8023 Subject Stamp Expiration UOI Zb /ZUl7b id : 20 2063611526 Communication Record Distribution; QQ® 1. Secure Capital 0 3. Attachments: SECURECAPITAL Earth Consultants Inc. A Bureau Yenta, Company 1805 - 138d' Pleca North9es1, Suite 201 P Ilevua, Washington 96005 Phone: 1425) 843.3780 / Fax: ( 748.0860 Toll Free 7.888.739 -8870 Remarks: The purpose of this communication record is to discuss the expiration date on our geotechnical engineering study E- 10803, dated October 16, 2003. The professional engineer's stamp on the geotechnloel engineering study Is dated to expire on July 7, 2004. The study was signed and dated by the engineer on October 15, 2003. The Ow should be aware that this is not an expiration date of the study or the recommendations prepared under the engineer's license. The expiration date is a renewal date for this par engineer's license. Provided the renewal date post dates the signature date, the stamp is valid. We trust this information meets your current needs. Respectfully submitted, Earth Consultants, Inc. Soott Dinkelmen, LE Principal FAX 206.361 -8023 FAX MX PAGE 05/05 March 2, 2006 John Tamburelli 1201 Monster Rd SW, Ste 320 Renton, WA 98055 RE: Letter of Incomplete Application # 1 Development Permit Application DO6 -063 Majestic Homes — 132xx 38 Av S, Lot 1 Dear Mr. Tamburelli: This letter is to inform you that your application received at the City of Tukwila Permit Center on February 24, 2006 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following department(s) need to be addressed: Planning Department: Brandon Miles, at 206 -431 -3684, if you have any questions concerning comment below. Please address the comments 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. Sincerely, fer M shall t fi 'cian Enclosures File: Permit DO6 -063 City of Tukwila Department of Community Development Steve Lancaster, Director Steven Al. Mullet, Mayor P:Vennifer\Incomplete Letters \2006\D06 -063 Incomplete LIT #1.DOC 6300 South center Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: February 27, 2006 John Tamburelli D06 -063 132xx 32n Ave South LDR PLANNING DIVISION COMMENTS Planning Division of DCD has reviewed the application submitted. The application is incomplete and additional information needs to be submitted: 1. The Geo- Technical report is dated October 15, 2003 and the engineer's stamp expired in 2004 Additionally, the Geo- Technical report clearly notes, "No individual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer ". The Geo - Technical report must be directly related to the proposed project. Additionally, the report must have a valid (not expired) engineer stamp. MEMO To cry Greys Date: 10 /11/05 Re: connection charges Tax Lot # 734060 -0930 Gary. The following charges are due to Val Vue when you want to build and connect your lots on 38 Ave S to sewers. Lot 1: General Facility Charge (GFC) $850.00 System Facilities Charge (SFC) $2331.00 Permit Fee $100.00 Lot 2: GFC $850.00 SFC $1900.00 Permit Fee $100.00 If all you intend to do at this time is to run the easement line to your lots for future connection, all you will have to pay is a permit fee of $100.00. The developers extension payback fee due for 13264 38 Ave S. is $2,428.57. This is only due if this lot is actually connecting to sewers. We would not collect this fee if the sewer were just being run across the property on an easement. Dana Dick Val Vue Sewer District 206 - 242 -3236 206 - 242 -1527 fax RECEIVED CITY OF TUKWILA FEB 2 4 2006 PERMIT CENTEh po(r O&2 12/25/2005 11:12 2063611526,; SECU2ECAPITAL To: SECURE CAPITAL P.O.Box 25127 Seattle, WA 98165 (206) 361 -8023 Luke Hofer Davis Real Estate Group 1201 Monster Rd. S.W., #320 Renton, WA 98055 206- 718 -8948 direct 425- 228 -5959 office 425- 226 -9227 fax Prom: Gary Greer 206- 361 -8023 office 206- 679 -3553 mobile 206- 361 -1526 fax Re: Side Sewer Connection Property: Lot 1 and Lot 2 SP L03-073 (Tukwila, WA) Our Ref: Tuk#1B Page: 1 of 1 pages plus enclosures (4 total pages) Date: 1/3/06 Dear Luke: The side sewer connection to Val Vue Sewer District's sewer system was recently completed and signed off by Val The (see attached permit) and a storm water catch basin (see attached permit). The side sewer connection is shown on the attached Secure Capital Short Plat - Preliminary \s Grading and Utilities Layout dated 1/24/05. The side sewer is stubbed approximately where shown on that preliminary drawing but probably 10' or so to the east. I believe that there is a wooden stake in the dirt marking where it was capped of on Lot 2. An easement for Lot 1 to connect to this stub within the 25' easement area shown on the preliminary drawing wad submitted to the City of Tukwila for their final review last week. It will be recorded at that of recording the short plat. PAGE 01/04 Please call me with any RECEIVED E CITY OF TUKWILA • FEB 2 4 2006 Gary B. Greer Enci PERMIT CENTEn Val Vim Permit #6075 (final signoff 11/17/05) for side sewer connection City of Tukwila Permit h'PW05 -092 (final signoff 12/20/05) for storm catch basin Secure Capital Short Plat - Preliminary Grading and Utilities Layout dated 1/24/05 ACTIVITY NUMBER: D06 -063 DATE: 07 -14 -06 PROJECT NAME: MAJESTIC HOMES, LOT 1 SITE ADDRESS: 13225 38 AV S Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building Division P AW *EMIT COORD COPY ‘ PLAN REVIEW /ROUTING SLIP C -0 Complete Incomplete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Approved with Conditions DUE DATE: 07 -18-06 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT NG: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DATE: iliAL 1 - W4' Planning Division Permit Coordinator ❑ Not Applicable ❑ DUE DATE: 08-15-06 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -063 DATE: 06 -22 -06 PROJECT NAME: MAJESTIC HOMES SITE ADDRESS: 13225 38 AV S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: v hadift Publ livjsion i c Works s Complete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -2802 s .,?ERMIT COORD COPY �. PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: DUE DATE: 06-27-06 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 07 -25 -0 6 Approved with Conditions ❑ Not Approved (attach comments) DATE: L , 100 P a Wing ivisionion 1 Permit Coordinator ❑ Not Applicable ❑ n Permit Center Use Only CORRECTION LETTER MAILED: Q=}" I•{ (41p Departments issued corrections: Bldg ❑ Fire ❑ Pingg Pw' Staff Initials: ACTIVITY NUMBER: D06 -063 DATE: 04 -07 -06 PROJECT NAME: MAJESTIC HOMES SITE ADDRESS: 13225 38 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bul ing Division / X0 P bu_Ijc Wor s ® 3(4(9 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY DUE DATE: 04 -11-06 No further Review Required DATE: DUE DATE: 05-09 -06 Approved ❑ Approved with Conditions❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: O . Cd e/1MeA 444- -°& Planning Division rg Permit Coordinator ❑ Not Applicable ❑ Permit Center Use Only CORRECTION LETTER MAILED: vt[A$ Departments issued corrections: Bldg ❑ Fire ❑ Ping 4 PW' Staff Initials: ACTIVITY NUMBER: D06 -063 DATE: 02 -24 -06 PROJECT NAME: MAJESTIC HOMES SITE ADDRESS: 132XX 38 AV S, LOT 1 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thyrs.) Complete ❑ Incomplete Comments: M TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents'routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire / Aux„ ' 3 2 • 06 Prevention _ Structural 2 PI n mg rvlslon Permit Coordinator ❑ DUE DATE: 02-28-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: tY IL! LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ PIngX PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 03-28-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Project Address: 13225 38 Av S City of Tukwila \applieationsVbrms- applications on line\evision 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: htty: /fwww.cttukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: _ 71,46 Plan Check/Permit Number: D06 -063 ❑ Response to Incomplete Letter # RECEWED � Response to Correction Letter # 'e CITY OFTUKWILA ❑ Revision # _ after Permit is Issued JUL 1 4 2006 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Majestic Homes Contact PersonL Cohn 147114112441 11 Summary of Revision: __ (� C- V 0P cn in/ D ViSM n n Co Coinenk Coy y d� Pub /,c / Walls Coy rio4r0ts. 01y) ct p; &s Je ch SeI sl' P /oh 0 0) Cnp: es a Re. 41 e.s PERMITCENTER Phone Number(GtX_) /Go — :ao Sheet Number(s): "Cloud" or highlight all areas of revision Including date of revision Received at the City of Tukwila Permit Center by: J V J Entered in Permits Plus on a[t`f VN p t d. /! Date: athZ / City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I REVISION SUBMITTAL I Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # Z Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Majestic Homes Project Address: 13225 38 Av S Contact Person: Von/S/ i/- ,h .owe// Summary of Revision: flv/se9 5 7 6k4WS t applications Vorms- applications on line\revision submittal Created: 8-13-2004 Revised: Plan Check/Permit Number: D06 -063 Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: ( .) 7 /S 3/70 pecenr ortev duo 22 20os won Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: kko rp Entered in Permits Plus on l / - 22 -0& Date: 9/6 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.cr.tukwila.wa.us Steven M. Mullet, Mayor Plan ChecWPermit Number: D06-063 Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Majestic Homes Project Address: 132xx 38 Av S Contact Person: John Tamburelli Phone Numberd.a2 p ) / 1'"22' Summary of Revision: - Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: / [ Entered in Permits Plus on l -i "tIp \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: necENED errtoes ruicantA APR -7` — PERMIT CENTER Peet Fax Note um m Lys ow l /',Ir 1pita se 02 / +, ne Cerada co Prows Phan. 4 0 hat from the eha and the sewer system has the capacity to serve the proposed tot ' al M a 5•- P.21. -'no • Part A: (To Be Con!!!ctotl py APj ljcanl) . , r ° y; +,k. e < < ,car: 11. 4;1, 9 1 . , -L , ° :r Pwpoae of Certificate: , • lidding Permit Q Preliminary Plat or PUD Q Other O Short Subdivision O Rezone • Proposed Use: . . . • Residential Single Faroly O Residential Ma-Family a Commemlal 0 Other Appticunta Nine nave too autiftg. TIC (LI A) . Phons: Liar • at-stisq x as 3 P+� 3 a aot AppraxknateLocation: Tax w+ Lot SP* LS 7 - 6 73 13100 Ave S. 73464 LbR30 . Legal Desc4tion(Attadt Map and Legal Description If necessary): ' • The west 68,65 'Pact of ii.c est+ C g.Sr feet efi tine toatk 117. s' fee+ «�e Traf�t 60, Rivertid¢ Intsrwr be a Tracts, ccord,'., ro. prat +bcrs,or re tat 444 in VeAweit IC of Plats, pw34, 7y, J in n et Coup+ Was hi +ev %cef+ « ri t -tett of 1110, north 90 . Part R; (To Bo Completed iIii.S0 wor Aganay1 1: •. ,'M1 •as .' 1. {$ e. Sewer Servicevdl be provided by tide sewer denotation only to an Strong `w eke sewer 0 hat from the eha and the sewer system has the capacity to serve the proposed tot OR Q b. Sewer service wall require an Improvement to the sewer system of ❑ (1) `. feet of sewer trunk or toreachthosite;and%or O (2) the conflation of a collection system on the site; and/or Q (3) ohertdescdbe): • 2. Ott meomplandvlb above l checked) • la a. The sewer system Improvement M In conformance with a County approved sewer comprehensive Pt OR O b. The sever system Improvement will require a Bawer comprehensive plan amendment. 3, 0 a. The proposed prolsat Is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service °w htde the District, OR CI b. Mnexatlon or BRE epproval will be necessary to provide set 4. $eMee is subject to the following: PERMIT: $ f e. District Connection Charges due prior to connection: Amon) OFC s 1110 f. WC: s �" TOTAL: $ (Su )act n ge on January 1so Cl KM CasryMIETRO capacity Chhea Currently, $4280.70irseidentel equlvelent, will be billed directly by King County sitar connecpa to the sewer system. (SUh)ect to change by King ColMetro F l without ) b. Easements: • Requkal Q May be Required PE1 a other l am ! 01/13/2006 11:40 SEWER DISTRICT 4 14252269227 .vnortr�ari rncvnPn 4 DEirf,Tl x �rllTry�rjr; { °N 11 WI/ S WRJ,' vi T I n CERTIfICATE,OF SEWER 14810 Military Road South P.O. Box 80000 Tukwila, WA 88188 I! Certificate of 'f $aiterAvil:abiliy OR Q Cardllcale of SewerNonavafablllty 111.348 001. I hereby certify that the above sewer agency Information Is true. This certification shall be valid for one year fm thee data of signature. ,Zfw s,� rah /i her l3t7�o By Tele Date RECEIVED V OF TUKWILA B 2 4 2006 MIT CENTE,, 01713/2096 11:4a SEWER DISTRICT + 1425226922? tJ. 348 D02 ATTAnnwit To • VAL VOE SEWERDISTRW CERTIFICATE OF SEPt'ER AVAA.ABfLIT171((ON•AVAILAaazTY lfio foltowin$ teat epic ooadl}t0iu appr iQ the ettaelieA".Val 11110 Socvar Disttigt evfotticti Ciatidcate Of 'Sewer Avail 46iMvadaleit (° 1iReeftb�'j` . . • 1. Thin is valid only f bz the real property mferencedherein ('Tmperf% which isin tbs Districts service meafor sole purpose ofsahmiselonto die King Co uoj9.AcitartmmtofPevelopment and Eaviromne alServices, CountyDeportmeniofPublicHealt ,CiyofSande,CityofTukwia,City of Mid= andlorCitysn$ea „ C� kb ss4tapplIcautc*, paine third or party shall lain Any b$dmdei 9vlietller b nagcncy, pary beotGeiary principles or 2. This Certificate orates no contractual mkrionship between the District and the applicant and its sueoeasors sad assigns, an doss not oanatihrte and mayabt be retied upon as the District's guanun a that sewer service will be wallah o at the time the applicant may, apply to the District for such service. 3. As ofthe dais ofthe Dist icts signal=on dp"s Wilco%teDtstria repapents that sewer service is available to the Ptherty thrimgh sewer flows that Sat or at may be a tended titimplimmt The Dlsttiat makes no other n pr*atadnos, express er implied, inehuling wlthent limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, Chy of Sande, City of'itirlwlls, City of Buda, City of Saha or any other governmaltslageocybeforo the applicant can Wise the sewer service whisk is the subject of this Certificate. 4. If the Dish dr the applicant =stinted the District's sewer system to provide sewer service to the Property, the Dishk t or ant maybe regutmd tri obtain taro the appespriate govwmme tai agency the necaeary. 1 .:* ap ' and- aWhorizatiofyp ! ental'algpucy may Wallah r e nt that con4ffi Jr gtauddoad paraif8,' hp/novas' or 5. Application f andpossible provision of sewer service to the Property shall be subject to and ' conditioned upon availability Of sewer service to the Property mhe time of such application, and compliance with federal, state, local and 17laoict laws, ordinances, policies, andlor regulations in effect at the time of such application. J acbmwIedye that lave recdtes ," the Certificate Viewer dvailabIh WaiSwi1ah1ltryand thlr.4gaahnteat mad jolly wulersiand the tow and conditions herein 01 Ay Date. 5. RECEIVED CITY OF TUKWILA FEB . 2 4 2006 PERMIT CENTEtt Owrfor Age�ign PSI I A- (Uae separate sheet if more room la needed) CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Name' p avi s Con sw.lfinJ , Ir, c Address: Mons+ -e r R d• SW Phone: cf2S -2113 -5-9501 This certificate is for the purposes of: ■ Residential Building Permit Q Preliminary Plat ❑ Commercial/Industrial Building Permit ❑ Rezone I hereby certify that the above Information Is true and correct. CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district She address (attach map and)egal description showing hydrant location and Size of main): 13100 38 Ave. S. Seattle 98168 fYgS�,N -11," 431 u'i a R.e040 ,Wk T forr Vehicular distance from nearest hydrant Si the closest point of structure is Area is served by (Water Utility District): \Nate Di' Strict 12_S Permit Center /SLA Division: 2061431 *3670 Public Works Department: 206433 -0179 Planning Division: 206431 -3670 PERMIT NO.: pp Name: Lktce E. r Address: 1201 M ate s -tee .R.2 • SW Rt n-fn, lM 9V63 Phone: 425 - 21.13 5 ft. ❑ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s): 014306. Data "hE✓,. 1��r ; ° ;� VY oPn +0d400R "'nit T , 94 �( A�l� �'i 4 iM 1. The proposed•project is within —1 k 14 -At11. I et 1 11C 4 2. 04 Improvements required. 3. The Improvements required to upgrade the water system to bring It into compliance with the utilities' comprehensive plan or to meet the minimum flow' requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the Improvements listed above, water can be roy4de and. will be available at the site with a flow of /6-f0 gp m at 20 psi residual for duration of 2 hours et s velocity of p f , I fps as documented by the attached ceiculdtiona. Water av lability: Ac ceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements In Item B -2 are met. ❑ System Is not capable of providing service to this project. Li. ✓w. Co ,1.O ,fc-tt _ n (*t- tn Agency/eV one By 200 0 Z' 5-'7 This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." (City /County) PoI - O(D! �? Z' Z /C� r r- !2 y z—C �. ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY KING COUNTY WATER DISTRICT NO. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate "). 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of-06 (4 "City"). This Certificate is issued at the request of the City, and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, express or implied, that the applicant will be able to obtain the necessary permits, approvals, and authorizations from the City •. or any other applicable land use jurisdiction or governmental agency nerecsary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all federal, state, and District laws, ordinances, policies and regulations in effect at the time of such application for utility service, including conservation, water restrictions, and other policies and regulations then in effect. Applicant's Signature District Representative Date Di /0 3/0 Date 1I 2jrriij License Information License MAJESB "954ME Licensee Name MAJESTIC BUILDERS Licensee Type CONSTRUCTION CONTRACTOR UBI 602500923 Ind. Ins. Account Id VICE !. PRESIDENT Business Type CORPORATION Address 1 1201 MONSTER ROAD SW Address 2 SUITE #330 City RENTON County KING State WA Zip 98055 Phone 4252356600 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 7/25/2005 Expiration Date 7/25/2007 Suspend Date Separation Date Parent Company DAVIS & ROBINSON, INC. Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date DAVIS, MICHAEL E PRESIDENT 07/05/2005 ROBINSON, MATTHEW J VICE !. PRESIDENT 07/05/2005 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must mamtain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date Until https: //f ortress. wa. gov /lni/bbip /printer.aspx?License= MAJESB *954ME 08/11/2006 x x x x x x x x x x x x x x x