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Permit D06-064 - Majestic Homes - Lot 2
MAJESTIC HOMES LOT 2 3800 S 132 PL D06 -064 Parcel No.: 7340600932 Address: 3800 S 132 PL TUKW Suite No: ?? City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 Web site: ct.tukwila.wa.us Tenant: Name: MAJESTIC HOMES Address' 3800 S 132 PL, LOT 2, 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 doc: IBC- PERMIT * *continued on next page** Expiration Date:07 /25/2007 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -064 Issue Date: 08/1112006 Permit Expires On: 02/07/2007 DESCRIPTION OF WORK: CONSTRUCTION OF 2536 SF SFR WITH 462 DETACHED GARAGE AND 140 SF UNCOVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, GRADING, STORM DRAINAGE, DRIVEWAY ACCESS, AND UNDERGROUNDIN OF POWER. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $239,387.94 Fees Collected: $5,324.85 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: V -B Occupancy per IBC: 22 D06 -064 Printed: 08 -11 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Permit Center Authorized Signature: All I hereby certify that I have read and e Signature: doc: IBC - PERMIT City sitsTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: cttukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 60 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: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number D06 -064 Issue Date: 08/11/2006 Permit Expires On: 02/07/2007 Date: Ifbh lt I . permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be plted dvith, 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 constructioyxphe performance of work. I am authorized to sign and obtain this development permit. Date: S / / //o (v Print Name: WI q,ff f( ete 4,e This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 006 -064 Printed: 08-11-2006 Parcel No.: 7340600932 Address: 3800 S 132 PL TUKW Suite No: Tenant: MAJESTIC HOMES 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doe: Conditions City &Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: ct.tukwila.wa.us PERMIT CONDITIONS Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -064 Status: ISSUED Applied Date: 02/24/2006 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 006 -064 Printed: 08 -11 -2006 City &r Tukwila 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. 19: ***FIRE DEPARTMENT CONDITIONS*** 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 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. Steven M. Mullet, Mayor Steve Lancaster, Director 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 Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 27: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 28: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 29: My material spilled onto any street shall be cleaned up Immediately. 30: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 31: All conditions of the Greer Short Plat plan approval shall be met. Refer to Permit No. L03 -073. 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. 32: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water doc: Conditions 006 -064 Printed: 08-11-2006 runoff. City 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 33: The trees specified in the tree replacement plan approved through L03 -073 must be planted prior to requesting final planning inspection. 34: Landscaping affidavit must be completed and returned to DCD attn. Carol Lumb prior to requesting final planning inspection. 35: The Land Altering Permit Fee is based upon an estimated 60 cubic yards of fill and no cut. 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. 36: 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. 37: 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. 38: 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'. 39: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity 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. "continued on next page "' doc: Conditions 006-064 Printed: 08 -11 -2006 doc: Conditions City &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. Steven M. Mullet, Mayor Steve Lancaster, Director Date: �/ir / C• 006 -064 Printed: 08 -11 -2006 7TY OF TUKWILA Community Development_ partment 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. be accepted through the mail or by fax. Sp La 3 _ 7 3 t *PMase Qrinttt . SPLO % 07 3 Applications will not SITE LOCATION p 1 K' Co Assessor's Tax No.: 73 0b -0930 Site Address: 38/( X SQ I S 2 �` P \ ) Suite umber. N Ili Floor:/ Tenant Name: N /A (data ri trim) " nor New Tenant: ❑ .... Yes (] ..No Property OwnersName:SendKt C Mailing Address: Pd ENSC 2 ,11 1 t 0414 mho- 9e /6.C State Zip Named lanibuotea 1∎ Day Telephpm ) 920-.4220 p Mailing Address /Z 0 Jed SW 61k 320 JPe.+farl /1/ 9/ 1 City State Zip E-Mail Addres: (^ �T J (sr'e .cow. FaxNumbe S) 22 -T1zt-7 GENERAL CONTRACTORWORMMON - (Mecbaaical Conttaetor information on back page) - Company Name: int t- all , /�d in e$ 7 7/, Pesky) �" ► l- note y� MailingAddress:J g de /�SW t 3 3 0 /[e /rat floc CO State Zip Contact Person: i /&TT ,4S nto✓) Day Telephone( S3} Zb/-8V 7 E-Mail Address: IV (Mr ) tjeSk - • L t ll�r .'u Fax Number: Contractor Registration Number /et 1 e bwrsitm € Expiration Date: 7 /ZS /t. OO 7 "An original or notarized copy of c nt Washington State Contractor License must be presented !t the time of permit issuance" ARCHITECT OF RECORD.: -All duns most be wet stamped by Architect of Record Company NameCCC /)es 7)1 Mailing Address: JO2. $4 26 Si /6Tcgsn t .. 96902. t ear Contact Person: Day Telephon ) 8 f 3/ 70 E-Mail Address: Fax Numbe 3) 284/e3 ENGINEER OF RECORD -All plans joust be wet stamped by Engineer of Record Company Name: Cet,scc S- 11 es i q n MailingAddress:/07i SO. yt t t Gb _ Contact Person: Ma ,eK ft :Vets Vets Waist *Ails dinwSvenae tppFcnin■ ( Building crieh, POG, — (IJ Mechanical Permit No M, CU - e Public Works • Permit No Projecf.No (For once ust oily) 453) 7 Z144 Day Telepho zest— E-Mail Address: Fax Numbe5 � 3) — 3) 83 Pat I 'garnet W#1- 9e3foz . BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ /5i Oa, Existing Building Valuation: $ /114/444 Scope of Work (please provide detailed information): t2 neri/ & 9le. f irs / / �Si le,,e-e- m 44% /r)o'do4 t I e�ead• 7 It ir►Sfatf /co for r.n ,p te . i• Ir /ctretelleAt -mt / 4' 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) Jog *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: Standard: ?/' Compact: / I Handicap: Will there be a change in use? t? 7....Yes ❑ ..No If "yes ", explain: V f� /Wm) S / C fit// .ibe... FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ .. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes No If "yes ", attach list of materials and storage locations on a separate 8-1/2 s 11 paper indicating quantities and Materia Sae Data Sheets. Vends plwax daeaoIperme applicadoe (7-20D4) oe Existing Interior R el Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l'' Floor NA /V . /✓ /4 /OPo V t -3 2i Floor /4 Sit 3' Floor Floors / thru Z• Z 5.°36 Basement Accessory Structure* Attached Garage i!/ Z 7(O Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck - NO / / . BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ /5i Oa, Existing Building Valuation: $ /114/444 Scope of Work (please provide detailed information): t2 neri/ & 9le. f irs / / �Si le,,e-e- m 44% /r)o'do4 t I e�ead• 7 It ir►Sfatf /co for r.n ,p te . i• Ir /ctretelleAt -mt / 4' 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) Jog *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: Standard: ?/' Compact: / I Handicap: Will there be a change in use? t? 7....Yes ❑ ..No If "yes ", explain: V f� /Wm) S / C fit// .ibe... FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ .. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes No If "yes ", attach list of materials and storage locations on a separate 8-1/2 s 11 paper indicating quantities and Materia Sae Data Sheets. Vends plwax daeaoIperme applicadoe (7-20D4) oe PUBLIC WORKS PERMIT INFP ^MATION - 206 - 433-0179 Scope of Work (please provide detailed info ation): //7 et Cknbt 924/ dat've&sa op Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District flyTukwda ... Water District 1125 ❑ .. Highline ❑ ...Renton ' �...Water Availability Provid w istr ...Tukwila alVue ❑.. Renton ❑...Seattle ❑...Sewer Use Certificate Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. SSn witted with Application (mark boxes which applv): € v Civil Plans (Maximum Paper Size- 22" x 34*) .Technical Information Report (Storm Drains e) cg Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance • Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless / ark box. at , , T Pi I 1.w s \ ( r n tIvAit Md. SW.) ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours .Right -of -way Use - No Disturbance ...Constriction/ Excavation /Fill - Right-of -way bC i13� / Non Right-of -way V QC Total Cut 4O cubie yards 0...Total Fill cubic yards K.. kierhitlef-i ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut 0/Frontage Improvements ❑ .. Pavement Cut W7i ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " Irrigation Domestic Water Ortt- .til it Permanent Water Meter s ize... WON ❑...Temporary Water Meter Size .. WON ❑ ...Water Only Meter Size " WON ❑...SewerMain Extension Public Private ❑...Water Main Extension Public _ Private _ « *Ace cWadptnna oppGntioa (74004) • Call before you Dig: 1- 800 - 424-5555 Page 3 ❑ .. Right-of-way Use - Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Grease Interceptor ❑. Channelization 'Trench Excavation Utility Undergrounding ❑...Deduct Water Meter Size ........ TIN ANCR INFORMATION Fire Line Size at Property Line ..Water bt. ❑...Sewage Treatment u 1 1 1 1 1 • 1 Ste Name: Number of Public Fire Hydrant(s) Da Telepphon 53 2bie 7 530 & rivrt e ttri Mailing Address ail_-tiSFt 1 Water Meter Refund/Rilline: Name: ente. a-5 China— Day Telephone: Mailing Address: Gty - State Zip City State Zip Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumacec100K BTU i Air Handling Unit >10,000 CFM Fire Damper 0-3 HP /100,000 BTU Furnace>I00KBTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat / 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent / Hood and Duct / Water Heater 7 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator -- Air Handling Unit <10,000 CFM Incinerator — Comm/lnd Other Mechanical Equipment ME SANICAL PERMIT INFOt ATION —206-431-3670 MECHANICAL CONTRACTOR INFORMATION t A,Q Company Name: Mailing Address: GY state Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance* Valuation of Project (contractor's bid price): OF ZOO. °CI A / Scone of Work (please provide detailed information): Sir> i /7,5 / err, GO Va £ Fl% hielase. eehs a/aSt- koalL. y jam; Residential: New.... Replacement ❑ Commercial: New .... ❑ Replacement ❑ Fuel Tyne: Electric ❑ Gas ....k Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION : NOTES — ;Applicable to a permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant fora period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EX/JIINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY LAWS OF THE ST OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN aR Signature: %emits pinta drapeOpannit application (7-2004) t Oda^ ton IP.tI �t Da ele hot fi0� Z1O Print N Mailing dress /ZD/ /l/Do5/z� : I Date Application Accepted: X92 ^'' �y t V` � �"l at Page 4 r Date Application Expires: t/ v '2 1 -1 'a, Staff Initials: QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 -100 $23.50 101 -1,000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for I 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 5269.75 for l s ' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more — $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. Enter total fill volume GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME GR� /� p'J,t1_565 T1 G HaxnES �~k~� P I T / D ol o — O!P'fr. �tv , 2 If you do not provide contractor Im s or an ngineer's e� a with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention /ciao Water /Sewer /Surface Water /Ooc / /oo6 /200 Road/Parking/Access / 2von A. Total Improvements 700 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 40 cubic yards Use the greater of the excavation and fill volumes. cubic yards Use the following table to estimate the grading plan review and permit fee. 1 $ /-IS $ 23 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ ¢¢R r2 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. $250 (1) (4) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 — 1,000 $37.00 for ls` 100 CY plus $17.50 for each additional .100 or fraction thereof. 1,001 — 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C +D) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate thep 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ S 1 (6) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2006 — 1231.2006 Total Fee 0.75 $600 $4648 $5248 1 $1100 $11620 $12720 1.5 $2400 $23240 $25640 2 $2800 $37184 $39984 3 $4400 $74368 $78768 4 / $7800 $116200 $131790 6 $12500 $232400 $244900 A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 9, TOTAL OTHER PERMITS 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Special Connection (TMC Title 14) E. Duwamish F. Transportation Mitigation G. Other Fees BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees Approved 09.25.02 Last Revised Jan. 2006 Total A through E 3 0.75" 2.5" $300 $1,000 Temporary Meter $ ( $ /0 23 94 - Total A through G $ 023 9¢ (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9+10) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. RECEIPT NO: R06 -01243 Initials: JEM Payment Date: 08/11/2006 User ID: 1165 Total Payment: 3,594.58 Payee: MAJESTIC BUILDERS SET ID: 0810 SET TRANSACTIONS: Set Member D06 -064 M06 -032 TOTAL: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206- 431 -3665 Amount 3,419.02 175.56 3,594.58 SET RECEIPT SET NAME: MAJESTIC HOMES TRANSACTION LIST: Type Method Description Amount Payment Check 6072 3,594.58 TOTAL: 3,594.58 ACCOUNT ITEM LIST: Description BUILDING - RES MECHANICAL - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW 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 23.50 000/342.400 175.00 000/345.830 -25.00 000/386.904 4.50 104.367.120 1,023.94 TOTAL: 3,594.58 8508 08 /11 9710 TOTAL 3594.56 Steven M. Mullet, Mayor Steve Lancaster, Director 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 TRANSACTIONS: Set Member D06 -063 1,905.83 006 -064 1,905.83 M06 -031 36.39 M06 -032 36.39 TOTAL: 3,884.44 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 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Amount SET RECEIPT SET NAME: Tmp set/Initialized Activities 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 2844 02/24 9716 TOTAL 3884.44 Steven M. Mullet, Mayor Steve Lancaster, Director Project: / re / /ohif 4 Type of Inspection: i ti / Address: 3 &oO .5 /32 P Date Called: Special Instructions: Date Wanted: c7Z / 0 7 Ca, il- P.m. Requester: Phone No: 21 3 -z.6 i -4 Y57 (L 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: P76n// en7/r /e' r7N,/ Date: :2 - er) AAA /et-J. f / 8.00 REINSPEC4IONIFEE RE I D. Prior to inspection, fee must be aid at 630Q Southcenter Blvd. ,Sui 100. Call to sechedule reinspection. (Receipt No.: } Date: Prp MMflfl er 3 A VAC Type of Inspection, 1 �,J Address: 3 s ' 32- I Dace Called: u ` /gc /6 /7 Special Instructions: L O i Z Date Wanted: 11 I A (/a 7 a.m. p.m. Reques 1 /o ^ i Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 1 4)7 -flti 9 (•-u Inspector: Sb Date: w511a7 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.: (Date: Pr V , gza i , IL new il sp Type inspection: a -OP i Addre , Sb 6 • 1:20 0. Date Date il ed: Special Instructions: - Date Want • ...„ 1 liSqbi Oat Request& Phone No:, () 24,1A 1 27 1 INSPECTION RECORD I Retain a copy with permit I 1�2 12Q1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 INSPECTION NO. proved per applicable codes. Corrections required prior to approval. COMMENTS: L./um/scat t- I tf4titAXC.4-..A.- Vii-, raJ Inspector: rate: 1 3 1- 07 1 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be " "Paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: I • ••.• c „6 Project: n s r / /nS Type of Inspection: , /�.49L Address: 35x0 5 /2P PL Date Called: Special Instructions: Date Wanted: 0i—c7 Cm,. P.m. Requester: Phone No: 0 2_ S3- 2C6 —/Z 7/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. g .0 rrections required prior to approval. COMMENTS: 2 '7.Q Rt.✓/ - ,)ca „/sf sr /i. C2 Inspec •r: n $58. paid Receipt No.: INSPECTION RECORD Retain a copy with permit EINSPECTI•N EREQU Date: • I • . Prior to inspection, fee must be 6300 Southcenter Blvd., Su a 100. Call to sechedule reinspection. Date: (206)431 -367 Project: M a j estic. Homes Type of Inspection: PW Fi ha1 Address 5 132. p Date Called: 1 -25-07 Special Instructions: Date Wanted: '— z'j -07 Requester Parrish Phone No: 253 "2 b6 -121 Approved per applicable codes. _..� -, Project: / /V&J e44(7 Type of Inspection: /4 ems< Address: Sov h ttl P1 2 Date Called: 1 -6 Special Instructions: VLilAV11t n"2-�t,2,� "t"-t2 Date Wanted: 1-5-07 m. Requester: / '',, rWVVi51F7 Phone No V7 - 210LO - li Cc INSPECTION NO. INSPECTION RECORD Retain a copy with permit IAN" (1t1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Il u ll i cot cwt/ d,tw wc44 oK• J $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, f must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Inspector: Receipt No.: . _ Date: !Date: 67 Project: Ate s Type of Inspection: %oZ res / tJ Ct Address: 3) Jg z.", Date Caned: J Special Instructions: Date Wanted: // a.m m . Requeste Phone No: 7.c.3-2/4-72 .7) INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- M Aoproved per a pplicable codes. 0 Corrections required prior to approval. COMMENTS: .00 REINSPECTION F8 REQUIRED.,Prrior to inspection, fee must be aid at 6300 Southcenter vd., Suite . Call to sechedule reinspection. Receipt No.: !Date: . Project .� • Project- " k_ / t 67 Type of Inspection: t `1n,- - . N. te r. Addres 'Date /3 7,h.,/ Called: Speaa Instruction Date Wanted: 4 p .m. Requester. Phone No: 2,c 'S -2 -r &�; INSPECTION RECORD Retain a copy with permit INSPECTION NO. • <, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukw4a, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: $58.00 REINSPE ZION FEE QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: / 5- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3¢7 COMMENTS: X58.00 REINSP ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: °. . ^._,^ _ - • ..: proved per applicable codes. INSPECTION RECORD Retain a copy with permit PER El Corrections required prior to approval. Date: Project: tie e Ste " i?o Type of Inspettign &O /./ /°�:f Address: V 3sa2 S. t32-n..! Date Called: Special Instructions: Date Wanted: / / -? 2 . ten/ / ! �G/r'"� Request r: Phone No: -� /� 2-5 3 - 266-1271 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECtiON NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 El Corrections required prior to approval. COMMENTS: Date: Inspector 58.00 REINSION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: Tr) 4-)557 /r'Vonrf: Type of Inspection: " Ceism _I Af..97 /nT 10 A Address: ?Ron s '3- Pt- Date Called: - Special Instructions: Date Wanted: t /A Z Requester: Phone No: °53 - 2.0 — '/z- 0 Corrections required prior to approval. Approved per applicable codes. COM NTS: INSPECTION RECORD Retain a copy with permit j906-0‘ V PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 f 370 \\ Oate: 8.00 REINSPECTION FqE REQUIRED. Pr y to inspection, fee must be aid at 6300 Southcenter tvd., Suite 1 Call to sechedule reinspection. Receipt No,: Date: Project: / /tne, I Wi l+`rr n90 Type of Inspection: `w�� V . ) i Addr , V LF cv /3Z fi( P ate Ca .?7 Special Instructions: Date Wante /O 3 /re: Pam Requester: Phone No 25 ',71 - /221 INSPECTION NO. 'Receipt No.: INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1- Approved per applicable codes. El Corrections required prior to approval. COMMENTS: b ■ $58.00 REINSP V40N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: Project: 1 0 � /Yl /0( Las- CO r /Llirl Type of Inspection: c /7 24 e• (2? Coys•er n YJ 7/ ?LI f4. ,14,_ 1/4//6 Address: ,,yy}L,�•,1 �? �1, /T Date Calle. : a-P7 jt/ivr 70" c %ar Aca e S pedal Instructions: / ate Wanted: / rf 30^ 06 am, P.m. Requester: Inspector:,���� Date: Phone No: COMMENTS: 1 0 � /Yl /0( Las- CO r /Llirl /1 0 R c art(a- , 4--, j47/9,; ,W/ c /7 24 e• (2? Coys•er n YJ 7/ ?LI f4. ,14,_ 1/4//6 g,e //�� 9 /nru 0,4; erre.rsi / la a-P7 jt/ivr 70" c %ar Aca e � o dp/. y rkfc f74H YI /Yr /rt,A* Ao., 4--son,, / Cie/ c5a L/ /1"MI/ 7JrnerIHi., neap l'or' -, t ,-,1 ..'r 7 5r' c Inspector:,���� Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 Approved per applicable codes. Corrections required prior to approval. 0 $58.00 REINSP(CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Proje t: 1� /7 / ,• ! /4, r Pe ' `� c am,( (� ,j GYi✓ r Address V Date Called: Special Instructions: Date Wanted: 4.II1. JD'I(t 0,C P.m. Requester: Phone No: INS RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 proved per applicable codes. El Corrections required prior to approval. COMMENTS: r $58.00 REIJS ° CTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6360 Southcenter Blvd., Suite 100. Call to sechedule reinspection. !Receipt No• _Date: COMMENTS: A. , /yds ,,,, ru 7 /4 tie4 Type of Inspection: • - r-W A 41 /Ai Ca 1.) 5,,,,64,-(-- et-„V.- 4%4- As , „(//7 sir, 7,:;/,,,,,-/2-,-;), - -- 1- ; Date Called: 93 jt)-- 5 ic I »( , / / e ., id. _ t.__ / /r ..1-e c -ne4o it_ecni-, +___ 4/ S 3 ,... .: - 7e-c, » i\ ,i 2 1 -.), h < e r/t 4 , • il 11 41 pp 1 S t 44145 _1410 7)_5 tin P "k_ ruirkin3 . • .., ..• :et- A ,s_ f in. Project: . /r7/44 EIS 7/9 7/6 ; - Type of Inspection: • - r-W A 41 /Ai Ca Address: 3600 5' (3.2 Pt Date Called: Special Instructions: Date Wanted: /O - L 5 - 0 C. Ca.m., P.m. Requester: Phone No: --2 S Z- C i ? 7 / • INSPECTION NO. Inspector INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 Approved peeiese Corrections required prior to approval. . Aenoor) (Date: / 0_ 0 $58.00 EINSPECTION ?(E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: (Date: Project: m fl' C /10 S Type 0 f 1 sp o - f.34,A -14•w Address: 3506 S • /32 pL Date Called: Special Instructions: Date Wanted: / /0 /57 C. (a.n P.m. Requester: Phone No: ciaS� 26.G -& ''S7 e INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D14-06 PE T (2 t 6)431 -36 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: pect Date O $ J.0 REINSPE ON F: REQUIRED. ' rior to inspection, fee must be at 6300 Southcenter :lvd., Suit 00. Call to sechedule reinspection. Re • p. t No.: I Date: oG Project: »i &)F Sr7le A /Omt G Type of I spection: S4PA .c...r/ 1 /VA i /h. J Address: 2000 S /32 ?t Date Called: Special Instructions: Date Wanted: /D — S o . p. Requester: Phone No: 2 S$- 16C -6vS 7 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE (206)431.367, Approved per applicable codes. Corrections required prior to approval. « COMMENTS: ?-h CO eyrf p_roVe■e/ Da te: .00 REINSPECTION JEE REQUIRED. to Inspection, fee must be d at 6300 Southcenter Blvd., Suit 00. Call to sechedule reinspection. Re ipt No.: (Date: *� Project: Type of Inspection: Address: J37 J4' Date Called: Special Date Want /J �.w� 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: Inspector: / Date: g--(5-C2‘. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, ust be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: , /�4 J e l,/ `<. /49 Type of Inspection: `, 'Icy rz.r„ ./ s/,- „a Address: 3>O 4' /37. Ar'.. Date Called: Special Instructions: ~k y Date Wanted: a.m. /��4 rat e 4. C-ef / 7On, U /fl —f27 Requester: Phone No: . 2-3 3 -2S -6 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Date: 7 v41 ....1 96 ri $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter lvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: Mu i �i e S /Ante Type of Inspection: r 1 90V C u', s / sd�.., Address: (J .31a) So /32- ft, Called: aareAragsrm Special Instructions: 0 C-40 </ .¢heesei eb+-// 3e '-tO) Date Wanted: r 5 5e. f4 Ar, h a.m. Requester: AA x , b Phone No: Z — J4/ -677C COMMENTS: /\ MO S✓7 7i f / a't"'n i ifeet , if/ F_ lire " aareAragsrm , 27(1 <72— 4. 7 , //c.v./� r 5 5e. f4 Ar, h , ...57V4,_4 4) r.G ht..'7 t4 cy 04 , b Inspector: 4 (Date , _ / E REQUIRED. Prior to inspection, fee m 4 �I..J f..f.. I/\n r.,, • _l_J.J e _ $58. ONSPECTION 2J .a L'fM f... CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. (Receipt No.: 'INSPECTION RECORD //�� Retain a copy with permit /7c 'cZ PERMIT N �/u�u ua a...VV Vvua, rVa.��aa., a.\. V., /Y�a♦. �vV a.u\\ aV FI,FVU \C .Cl li V,, t1(ICorrections required prior to approval. Date: it 1r\p7F.� 1 I L Type of Inspection: S b Address: 3ddv S. /32P1 Date Called: ) 1LJoJe Special Instructions: L-4— L-4— Z Date Wanted: t, I , a.m. p.m. Requester: a 1� 1 h Ph n N� 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 .: PERMIT NO. El Corrections required prior to approval. COMMENTS: 9 {ujo6 CuN D,5. OurAe H" eve- ID c gut IQ; c.n sA A-t. Nh» TO 6' I cl u G N— 4 tP; so wkCtt.J Q, Inspector: Date: d) l t2`c' 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.: (Date: Project: /bile ci ? /"b e of I / ail » . { - - ✓i, j / Addre �J .Z 06V ;O AT Date Called: `'1 Special In tructions: /A 7/ Sno brikaj Date Wanted: 9.72-4A a. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSP CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. 0 Corrections required prior to approval.26 COMMENTS: ri $58.00 REINSPECTION FEE (tEQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: r ar fil . Type of Inspection: Addres g Date Called: c j / � /� Special Instructions: / � I 7 2 `' 147- Date Wanted: / 9J k/OL a.m. P.m. Requester: ` a,Aat- 1 - w 56 Phone 25l 2t$i 1734 0 Approved per applicable codes. , INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 } } PERMIT NO. El Corrections required prior to approval. COMMENTS: 11016 - D,). 71 4 .&..o P e , t cr nil /Sld)_. at 5 N. t . c - cite .04" (90 Lf $ me. rnrCO J,iip if CO ,vNCLfc.a.i 72) A Sd cnJ.i f. /) Inspector: rate: : q'/i 1lo6 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Project tA / / s 4 14 Type of Inspection: 7t7 ' >4i Co t 4 Address' 3. 5n / 32 // Date Called: Special Instructions: Date Wanted: 9 /— a.m.. S -'5 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. 0 Corrections required prior to approval. COMMENTS: (Date: Y-7*- L/ 0 $ 58.00 REIN Si CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: //('te r- G /� /f Type of Ins a on: \ Address: 4,/ ••••••• Aga) 5' 137 /L Date Cale � VVV Special Instructions: (-- Date Wanted ---7S-G6 a q. Requester: Phone No: []Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367 0 Corrections required prior to approval. COMMENTS: p M,•2-' s s 0 $58.00 REINSPECTION FEE ItQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal to sechedule reinspection. Receipt No.: IDate: Project: w Mijet4_ /r t Type of Inspection: 7.e, 1 / '2/ Address: ..lgen gel / P/ Date Called: Special Instructions: Date Wanted: N ( JC. Requester: 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 (206)431-3 r etrrections required prior to approval. COMMENTS: i t .41/ r2( j 4 v , •-r 77/9/ trace rf // <2 / yf 2Pe /ice �s/h6�.� r ,- -Jyr1 Pd-, d �' /��� Date. ■ $58.00 RE FEE REQUIRED. Prior to inspection, fee must be paid at 63r+ uthcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 2 Date: 4roj : 4 .nJ /�� / ' �P� " '��ss(('� Type // /� . Ad fi2 g _ Date Called: Special Instructions: Date Wanted d --age-0g 4,p . p.m. Reques er: Phone No: 0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 proved per applicable codes. OCorrections required prior to approval. COMMENTS: $58:40 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southc( er Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: ItU 1E 5T +G >u t c-p E- $ 2 9 Type of Ins 2c=5 . r ni14-Cr Address: 3800 s. 137 Pt_ Suite #: ontact Person: a-a_t SI4 Special Instructions: Phone No.: 253 266— l2a 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila. Wa. 98188 206 - 575 -4407 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form. Doc 12/2/05 DU!o -n/o4 PERMIT NUMBERS Corrections required prior to approval. COMMENTS: 2€4, Ci Knot n IL Inspector: Q W lc 1 - 2. , (J Date: 1/2.6 167 Hrs.: I $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be /� p id at 444 Andover Park East. Call to schedule reinspection. eceipt No.: I Date: T.F.D. Form F.P. 85 I 0 " 1 ` 1ON C. GEOTECHNICAL ENGINEERING STUDY PROPOSED SINGLE- FAMILY - RESIDENCES • 38 AVENVE SOUTH TUKWILA, WASHINGTON E -10803 October 15, 2003 PREPARED FOR SECURE CAPITAL #2, LLC ; Scott S. Riegel S •• *.g BJ4PIRES 7 /z9' taco{ Raymond A. Coglas, P.E. Manager of Geotechnical Services Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 -.1 Olo CITY OF TUKWILA FEB 2 4 2006 PERMIT CENTER t 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 indude: 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 geotechnical 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 geotechnical engineering report whose adequacy may have been affected by time. Speak with the geo- 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 dient involved and expressly for purposes indicated by the dient. Use by any other persons 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. �C! �y ;!o (krxivfinirtlllu;in, \ia(1rMSgvti bn\'in gin x•rnul ti,'My uNti ��h'4TON654 fhntilnic INMi I'',LIn4•V 1(1K) \\: \Ix ) I,isjx ik,I ter',,,. October 15, 2003 E -10803 Secure Capital #2, LLC P.O. Box 25127 Seattle, Washington 98125 Attention: Mr. Gary Greer Dear Mr. Greer: Established 1975 Earth Consultants, Inc. (ECI) 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, yn+lond A. — g - , P. Manager of Geotechnicval Services SSILRAC/csm 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 13 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. (ECl) for the proposed single- family residences, 38 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 1 5, 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 18.45.020 "E" Areas of Potential Geologic Instability. Earth Consultants, Inc. E -10803 Page 4 The City of Tukwila classifies areas of potential geologic instability using the following criteria: 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. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 El 0803 Page 5 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 logs 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 (15) days following completion of this report unless directed otherwise in writing. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 General 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. Site Preparation and General Earthwork DISCUSSION AND RECOMMENDATIONS 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. Earth Consultants, Inc. E-10803 Page 6 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, tnc. 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. 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 E -10803 Page 10 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 11-1:1V (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 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. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 Utility Support and Backfill Pavement Areas • Two inches of AC over three inches of asphalt treated base (ATB) material. Earth Consultants, Inc. E -10803 Page 12 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. 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 General 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 GEOTECHNICAL ENGINEERING STUDY Secure Capital #2, LLC October 15, 2003 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. Additional Services LIMITATIONS Earth Consultants, Inc. E -10803 Page 13 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. - Earth Consultants, Inc. 4 Geotechnical Engineering. Geology. Env Ironrnental Sciences -, •• 5 Construction Testing 61CB0 / WABO inspection Services Vicinity Map -- Greer Short Plat Tukwila, Washington Drwn. GLS Date Sept. 2003 Pro). No. 10803 Checked SSR Date 9/3/03 Plate 1 S 1297 -1 ST 1 130114.ST • ?„,'• 120TY Pt 415T 4 fi ; tst?). ST ce, 134TH ST :AfOrn - ; 146111 ST S • NORTH ' SATELLITE TERMINAL _nu ' wino A-0 • . • MONO PO T • 5 I Z6TS 7;f Reference: Puget Sound Area King County / Map 655 By Thomas Brothers Maps Dated 2003 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. y.C Earth Consultants, Inc. r Geotechnical Enamoring Geology. Envnnmiental Silences - Construclon 'resting & ICBOI WABO In�� sp Services 4'i1�11t� s Test Pit Location Plan Greer Short Plat Tukwila, Washington Drwn. GLS Date Oct 2003 Pro]. No. 10803 Checked SSR Date 1W15/03 Plate 2 s I • L' o r LEGEND I f Existing Concrere 1 Retaining Wan 11 I li TP -1 I I Residence Garage TP-1 -a- Approximate Location of ECI Test Pit, Proj. No. E- 10803, Aug. 2003 Subject Site 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 from black & white reproductions of this plate. Min r Dia. Weep Hole 6.0 ` °° o 0 °00 °C ° • 0 • Qt . STANDARD Nr7TFR Free Draining Backfill H 18 Inches min: w i ° °0 ° c C gto 1° Drain °e co °f Rock 0 0.0 oc WEEP HOLE DETAIL III= III�II 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 backfill should be free of organics, clayey soils, debris and other deleterious materials. it should be placed at or near the optimum moisture content. 3) Where weep holes are utilized, 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 Bne 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 6'0 e �O ° O LEGFNII Free Draining Backfill 1 Inch Drain Rock I II— Ill lll ill lll SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other Low Permeability Material Structural RU compacted to 90 percent relative compaction Consultants, FnAhee,a aeao�s o Tasting & ¢BO I Inc. & envr°nnelwl S nhIsas WABO Inspection s:rv1� ..I r Earth - Geoied,Alol consit RETAINING WALL DRAINAGE AND BACKFILL Greer Short Plat Tukwila, Washington Drwn. GLS Date Sept 2003 Prof. No. 10803 Checked SSR Date 9/24/03 Plate 3 Min r Dia. Weep Hole 6.0 ` °° o 0 °00 °C ° • 0 • Qt . STANDARD Nr7TFR Free Draining Backfill H 18 Inches min: w i ° °0 ° c C gto 1° Drain °e co °f Rock 0 0.0 oc WEEP HOLE DETAIL III= III�II 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 backfill should be free of organics, clayey soils, debris and other deleterious materials. it should be placed at or near the optimum moisture content. 3) Where weep holes are utilized, 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 Bne 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 6'0 e �O ° O LEGFNII Free Draining Backfill 1 Inch Drain Rock I II— Ill lll ill lll SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Excavated Slope Perforated Pipe Wrapped with Filter Fabric Surface Seal; Native Soil or other Low Permeability Material Structural RU compacted to 90 percent relative compaction � b." � , Earth �q Ve1 CaWrlcia1 Consultants, Inc. a. Envkon ion Services WABO Inspection Services Teag • CEO / n Test ers CEO / TYPICAL FOOTING SUBDRAIN DETAIL Greer Short Plat Tukwila, Washington Dnvn. GLS Date Sept 2003 Proj. No. 10803 Checked SSR Date 9/24/03 Plate 4 6 Inch min. V • 0 0 • a 0n 4 inch min. Diameter Perforated Pipe Wrapped In Drainage Fabric 2 inch min. / 4 inch max. FA;FND Surface seal; native soli or other low permeability material. 1` Drain Rock Slope To Drain 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. 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 min. t 2 inch min. cc, - Earth \: Oea:ed:n Cona::uOlon Y .. �' : t'7• "• � � ti : a0 00 0 ' o 0 0 0 00 4e �- o O � I IC n basi CEO • � 85 . .. .: .• ,: Le �Y.•ti: :: t fir.•. r i:ti .: •'•. t: . :d • . M1, .. �r •. •'� ,•'' Data Sept 2003 Lair :•'• �':� :. 10803 o • RA: ;I e, :a :? § •Qa • b.•F.a 90 • o� O • • • •o• •° e. 8 c- c� apo 0 • A : *R • crn o 0 0. �y p c O'o c,ps. E i14 b• 1 ;trat 6o.4j' 4a .a.i .. % 'Ra•.1•Qo:hfa:!fl Sa f thsiikslas o scis is a ssla wa cc, - Earth \: Oea:ed:n Cona::uOlon Consultants, : loa fs Inc. W ■ Em � a mN trams & O O � I IC n basi CEO TYPICAL UTILITY TRENCH FILL Greer Short Plat Tukwila, Washington Drwn. GLS Data Sept 2003 ProJ. No. 10803 Checked SSR Date 325/03 Plate 5 0 F: %kilt t FAFNn 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 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 ( e Roadway Areas • Varies 1 foot min. L 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 More 50% Material Larger Then No. 200 Sieve Size And Gravelly Soils More Than 50% Coarse Fraction Retained On No. 4 Sieve Clean Gravels (little or no (Ines) s CA CA < d el el rl W y 9W Well - Graded Gravels, Gravel -Sand Mixtures, Little Or No Fines M 4�. / • • a r GP „ , - ------ gp poorly - Graded Gravels,Gravel - Sand Mixtures. Little Or No Fines Gravels With Fines ( appreciable amount of lines) I ( GM gm Silty Gravels, Gravel - Sand- Silt Mixtures ' 0 0 00 0 GC g Clayey Gravels, Gravel - Sand - clay Mixtures Sand And Sandy Soils More Than 50% Coarse Fraction Passing No.e Slave Glean Sand Ilittle or no lines) SW SW Well - Graded Sands, Gravelly Sands. Little Or No Fines Sp Poorly- Graded Santls, Gravelly Sands, Little Or No Fines Sands With Fines (appreciable amount of fines) SM Slll Silty Sands. Sand - Silt Mixtures o' F C< -� % r r: $(�, SC Clayey Sands, Sand - Clay Mixtures Fine Grained Solis More Than 50% Material Smaller Than No. 200 Sieve Size Silts Liquid Limit And Less Than 50 Clays )js I I I ML ml Inorganic Sills &Very Fine Sands, Rock Flour,Silty- Clayey Fine Sands; Clayey Silts w/ Slight Plasticity � ; CL CI Inorganic Clays Of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean � • I I III I QL of Organic Silts And Organic Silty Clays 01 Low Plasticity Silts Liquid Limit And Clays Greater Than 50 f I MH 07t Inorganic Silts, Micaceous Or Diatomaceous Firs Sand Or Silty Soils CH Ch Inorganic Clays CI High Plasticity. Fat Clays. li / � /� // OH on Organic Clays Of Medium To High Plasticity, Organic Silts Highly Organic Sails ` , r, � l > 4 � �4 1 t. Jt. dr. p pT pt Peat. Humus, Swamp Soils With High Organic Contenls Topsoil ' y y y �” Humus And Dull Layer Fill •••••• •••••••••••• Hiyhly Variable Constituents C qu • w P Per LL PI 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. TORVANE READING, tat PENETROMETER READING, tat MOISTURE, % dry weight SAMPLER PUSHED SAMPLE NOT RECOVERED DRY DENSITY, lbs. per cubic ft. LIQUID LIMIT, % PLASTIC INDEX DUAL SYMBOLS are used to Indicate borderline soil classification. I Y O.D. SPLIT SPOON SAMPLER II 24" ED. RING OR SHELBY TUBE SAMPLER i WATER OBSERVATION WELL 2 DEPTH OF ENCOUNTERED GROUNDWATER DURING EXCAVATION Y SUBSEQUENT GROUNDWATER LEVEL W/ DATE Earth Consultants Inc. (uaxtwd g 10 taicua. gmaaaaa • lawlruswoulini a1LauWa LEGEND Proj. No. 10803 I Date Oct. 2003 I Plate Al Project Nana: Greer Short Plat Sheet of 1 1 Job No. 10803 Logged by: SSR Date: 9/2/03 Test Pit No.: TP-1 Ecavatfon Contactor: Client Provided Ground Surface Elevation: 138' Notes: General Notes W (%) WQw.s ovachuo (Owes 41de0 I(O wAs sosn Surface Conditions: Depth of Topsoil & Sod 4": blackberry brambles 19.0 28.6 SM Brown silty fine SAND with gravel, medium dense, damp -mottled te>fure I 2 3 4 5 6 7 8 9 ML Brown fine sandy nonplastic SILT, medium dense, damp -dense -moist 10 Test pit terminated at 10.0 feet below existing grade No groundwater encountered during excavation. 1 0" .0 4411. 1164111- 4 th Earth Consultants Inc. \\u Alif me Grtonclintal Petnnent Genbirus 4 Frwlmnmental Scleatan Test Pit Log Greer Short Plat Tukwila, Washington I Pro. No. 10803 I Ds. GLS I Date Oct. 2003 Checks SSR I Date 10/10/03 I Plate A2 Test Pit Log Subsixface conditions depicted represent our obsenrations at the time and location ct this exploratory hots modified by engineering tests, analysis and judgment They are not necessarily representative ct other times and locations We cannot accept responsibility for the use or interpretation by others of novae. &Mae/ an 'hie Inn Project Name: S Sheet of Job No. L Logged by D Dale: T Test Pit No.: Excavation Contactor. G Ground Surface Elevation: Notes: General W W Graphic Symbol atdwes 14 yldep Iogwhs sosn surface Concretions: Depth of Topsoil & Sod 4 ": blackberry brambles 23.4 6 SM B Brown silty fine SAND with gravel, medium dense, damp f 2 _ _ - 3 _ ML B Brown fine sandy nonplastic SILT, dense, damp _ M Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. Test Pit Log Subsurface conditions depicted represent our observations at the time and location of this exploratory 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 iaerpretation by others of ..&..Herr,.. .....m..r ..n this Inn Project Name: Greer Short Plat Sheet of 1 1 Job No. 10803 Logged by: SSR Date: 9/2/03 Test Pit No.: TP-3 Ex:ovation Contactor Client Provided Ground Surface Elevation: 136' Notes: General Notes W (%) logwAs owdem eldweS '1d wdaa WQwhS sOsn Surface Conditions: Depth of Topsoil & Sod 6": blackberry brambles & forest duff 1 i 1 Pl. 20.8 26.3 SM Brown silty fine SAND with gravel, medium dense, damp -mottled texture 1 2 3 4 5 6 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 i ; \ I ‘ 1 1 °- ' 1 /1) .. ( itc ... Earth Consultants Inc. GoDWrlinlealPsigIneas.Geo a logb PnvIrtrinieml &SS. . Test Pit Log Greer Short Plat Tukwila, Washington LI Prci. No. 10803 I Dm. GLS I Date Oct 2003 checked SSR I Date 10/10/03 I Plate M ,' Test Pit Log Subsurface conditions depicted represent our observations at the time and location duns cocloratory Me modified by engineering tests, analysis and judcgment. They are not necessarily repress hie of other times and locations. We cannot accept responsibility for the use or interpretation by others of tafeawattnn atstanhael Otia 4 Copies DISTRIBUTION E -10803 Secure Capital #2, LLC P.O. Box 25127 Seattle, Washington 98125 Attention: Mr. Gary Greer Earth Consultants, Inc. • CASCADE Residential Design, Inc. LATERAL ANALYSIS & BEAM CALCULATIONS t - REVIEWED FOR CODE COMPLIANCE pnna(W c0 AU0 0 9 1006 Ci Of Tukwila ) BUILDING DIVISION I 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 D2 RECEIVED CITY OF TUKWILA FEB 2 4 2006 PERMIT CENTEh Tacoma, WA 98402 Fax 253.284 -3183 • CastSde Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 253612A 2536 -2Amcd 2/152006 Designer: Binh Tian: DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF WOODS : WOOD TYPE: JOISTS OR RAFTERS 2X. HF #2 BEAMS OR HEADERS 4X - 6X OR LARGER— DF #2 LEDGERS AND TOP PLATES HF#2 STUDS 2X4 OR 2X6 HF#2 POSTS 4X4 HF #2 4X6 HF #2 6X6 DF #2 GLUED - LAMINATED (GLB) BEAM & HEADER. Fb =2,400 PSI, Fv =165 PSI, Fc (Perp) =650 PSI, E= 1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER. Fb =2,900 PSI, Fv =290 PSI, Fc (Perp) =750 PSI, E= 2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb =2,600 PSI, Fv =285 PSI, Pc (Perp) =750 PSI, E= 1,900,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ENGINEERED IJOISTS -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 2536!2A 2536- 2A.mcd 2/15/2006 Designer Binh Trari 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 Ioads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2003 IBC CHAPTER 16 SECTION 1615 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: —Soils Site Class D — Seismic Design Category D 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 Si := 0.483 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period F := 1.00 Site Coefficient based on Site Class & S (Table 1615.1.2(1)) F := 1.5 Site Coefficient based on Site Class & S (Table 1615.1.2(2)) W,w Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Equation 16 -38 S •F S 1.4 Equa tion 16 -40 S 2 q Sms := S .Fs ms = DS 3'Sms Equation 16 - 39 S S •F S 0.72 E 16 S 2 q ml 1 v ml = DI 5 ml Equation 16 - 56 V (1.2 SDS R W V = 0.172 W Equation 16 - Fx 1.2-SDS R Plan Area for Each Level: Al := 30ft•60ft (Upper Roof) Al = 1800ft Plan Perimeter for Each Level: Pi := 2(30ft) + 2(60ft) (Upper Roof) P = 180 ft Total Weight of Structure at Each Level: wI 15•psf•(Al) + 10.psf•5•ft•(Pl) (Roof) (Wall) w2:= 15.psf.(A2) + 10.psf•15•ft•(P2)+ 15•psf.(A2) (Roof) (Wall) (Floor) A2 := 30ft•60ft (Main Floor) A2 = 1800 ft P2:= 2(30ft) + 2(60ft) (Main Floor) P2 = 180 ft ( Fl :_ 6.5 (1.2•SDS•w2) F2 : 6.5 F1 = 6203.0816 F2 = 13956.921b SDS = 0.93 SD1 = 0.48 w F = 0.172 wx Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fak:(253) - 3183 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 Mean Roof Height K20t = (l + KI'K2 K25t := (1 + Kl'K2'K3.25)2 2 K ;Ot:= (1 +Kl'K2'K3.30) K40t:= (1 + Ki•K2'K3.40)2 Kd := 0.85 v := 85 I:= 1.0 P= gh((GCpf) - (GCp;)) h := 25-ft q = 0.00256K = Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GC External Pressure Coefficients per Figure 6 -10 GC = Internal Pressure Coefficients per Figure 6 -5 K15 := .70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6 -3) K20 :_ .70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6 -3) K25 .70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6 -3) K30 :_ .70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6 -3) 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). KI := 0 K2 := 1 K3.15:= I 3.20:= 1 K3.25 = 1 K3.30:= 1 Topographic Factor Coefficients (Figure 6 K15t := (1 + Kl'K2'K3.15) Kist = 1 K20t = 1 K25t = 1 K30t = 1 K401 =1 Wind Directionality Factor (Table 6-4). Wind Speed per Hours (Figure 6 -1). Important Factor (Table 6 -1). K3A0 1 Casca$e Residential Design, Inc. 5b2 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 Velocity Pressure (q Evaluated at Height z (Equation 6 -15) 915 0 . 00256 • 1( 15'Ki5t'Kd'v 2.1 415 = 11.01 420 0 . 00256 •K20'K20t'Kd'v 2.1 420 = 11.01 425 0 . 00256 •K25'K25t'Kd ' v 2.1 425 = 11.01 930 0 - K30' 1 C300Kd'v 2.1 930 = 11.01 940 0 . 00256 •K40' 1( 400Kd'v 2.1 940 = 11.95 Internal Pressure Coefficients (Figure 6 - 5) GC • := .18 +/- The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GC := .56 GC .69 GC :_ .21 GCO2E := .27 GC := -.43 GC -.53 GCpf4 :_ -.37 GCpf4E - .48 End Zone Coeffieicient "a" (Figure 6 -10, Note 9): Least Horizontal Dimension x:. 30ft 10% of Least Horizontal Dimension O.1x = 3 ft or 40% of Mean Roof Height 0.4.h = 10 ft whichever is smaller, but not less than 4% of Least Horizontal Dimension or 3ft 0.04x = 1.2 ft Therefore a := 3.011 Cascape 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 2/15/200&' Designer Binh Iran Design Wind Pressures (Equation 6 -18) 13 15.1 cif 5'(GCpn) P15.2 g15•(GC P15.3 g15.(GCpf3) -psf P15.4 g15'(GCpf4)•Psf P20.1 g20'(GCpflYPsf P202 g20•(GCpf2)'Psf P20.3 g20.(GCpfl)•psf P20.4 g20'(GCpf4)•psf P25.1 g25•(GCpn)•psf P25.2 g25•(GCpf2)•psf P25,3 g25•(GCpf3)•psf P25.4 g254GCpf4)•Psf P30.1 g304GCpfl)'Psf P30.2 g30'(GCpf2) - P30.3 = g30'(GCpt3)'Psf P30.4 g30 P40.1 g40.(GC07)•psf P40.2 g40•( P40.3 4404GCpt3)•psf P40.4 g40 1 = 6.16161 P15•2= 2 . 311 bft 2 P15.3 = - 4.731b 8 P15,4 = -4.07 lb 8 P20.1 = 6.16168 P20.2 = 2.31168 P20.3 = -433 lb 12 P20.4 = -4.07 lb 8 P25.1 = 6.161b 8 P25.2= 2311 P25,3 = -4.73 lb ft P25.4 = -4.071131 P30.1= 6 . 161 bft 2 P30.2 = 2.31168 P30,3 = - 4.73Ib8 2 P30.4 = -4 lb 8 P40,1 = 6.69lb8 2 P40.2= 2 P40.3 = -5.141b12 P40.4 = - 4 . 42 1b1 13 15.1E g15'(GCpfl E)'Psf 13 15.2E = g15'(GCpf2E)•Psf 13 15.3E g15'(GCpf3E)•Psf 13 15.4E gl5'(GCpf4E) 13 20.1E g20'(GCpFE)'Psf 13 20.2E g204GCpf20.psf P20.3E g20 13 20.4E g20 13 25.1E g25'(GCpflE)'Psf 13 25.2E g25'(GCpf2E) 13 25.3E g25'(GCpf3E) 13 25.4E : = 9254GCpf4E)'Psf 13 30.1E g30'(GCpflE)•Psf 13 30.2E g30'(GCpf2E) 13 30.3E g30-(GCpfOE).psf 13 30.4E g304GCpf4E)'Psf 13 40.1E g40•(GCpflE) 13 40.2E := g40•(GCpt2E) 13 40.3E g40•(GCpf3E) 13 40.4E g40•(Gcpf4E) P15.1E= 7 . 59 the P152E= 2 P15.3E = - 5.831b8 13 15.4E = -5.28 lb ft 2 13 20.1 E = 7 lb 8 13 20.2E = 2.97 lb 1 13 20.3E = - 5.831b8 13 20.4E = -5 lb ft -2 13 25.1E = 7 lb ft - P25.2E= 2 . 971 bft 2 13 25.3E 5.83lbft 13 25.4E = -5.28 lb 8 13 30.1E = 7.591bft 2 13 30.2E = 2 lb 8 13 30.3E = -5.83168 = 13 30.4E 13 40.1 E = 8.24 lb ft P40 2E = 3.23 lb 8 13 40.3E = -633 Ib8 2 13 40.4E = -5.74 lb 82 ea. •••••;,i, • • 11119.00 larvo!,}1444, •••iSkril* S.F.M 13 2-4 V " 1 — ■.f• binalwoi 11Ff If If I 1, NOlitiA13 ii.11 ' 600 al" I TOL allOo I aP' a. - •i,. o 04 m trtkoki+ :341 • •mt, 4400* ---- Mt' _ imr44 • +ow ' ja‘ 14444 ' 441 4 4 0. 4 1 4 WW" • akopfil 419 4os. -J 1'1 ID I IHI 11 jU - • ---- - - - - - - J4 • ‘4,1 • , 14.1t • irnylaii4 AV. 14 4 1 *14 1 440 1 i± • 14‘4 • .4 'b. 406,k rAid(s3/40 IL • - , 44$41444iik. 14h04 llaJf • fahtuil Pkart NOLLVAgia .1.1-191ei ileetv.* -01i# • 4 41.1; -; mb 1 taio!i44;64,4:4.:t t 1■■ rtt Cascade Residential Design, Inc. t02 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284 -3183 PROJECT :Plan 2536/2A 2536- 2A.rncd 2/15/2006 Designer. Binh Tran WIND SHEAR AT ROOF DIAPHRAGM (Sides of House): WI (P20.1 - P20.4'5ft + (P30.1 - P30.4)• END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Sides of House): WIE (P20.1E — P20.40• (P30.1E — P30.40 WIND SHEAR AT FLOOR DIAPHRAGM: W2 (P15.1 P15.4)• END ZONE WIND SHEAR AT FLOOR DIAPHRAGM: W2E 0 — P15.4E). l oft WIND SHEAR AT ROOF DIAPHRAGM (Front & Rear of House): W3 (P20.1 - P20.0.5ft + (P30.2 - P30.3) END ZONE WIND SHEAR AT ROOF DIAPHRAGM (Front & Rear of House): W3E (P20.1E - P20.40 (P30 2E - P30.30 But not less than 10 psf over the projected vertical plane. W3 := 10psf •.15ft W1 133.05lbft W2 = 10235 W3= 1501bdi WIE= 167.391bft W2E = 128.761b 8 W3E = 152.421bft )3A5Ib 167;39.1b ` 1521421b ft '�Mr•,14' 1 IOW 90414 • 30•+, b mm�Yr t. [, N' 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 •WALL AA: Wind loads per foot: Distance between shear wall: LI := 36-ft Wall Len the Laa ) w = 7 6 9 w := (8 +3.5 +3 •ft Laa 14.5ft Laa 8 +3.5 - + 3 ( (.1 -ft 8.1 8.1 )J Percent tuff height sheathing: %:= aft % = 1 Max Opening Height = Oft, Therefore 3ft per IBC Table 2305.3.7.2 Check Wind Force: Check Seismic: Rf := 15 psf 30 ft 2 ft W =Rf +Wa W 11400lb 0.7V•W •1 ( -ft Seismic Force: E := Eaa = 103.8lbft p := 2 — Las E Al Overturning Moment on Wall: Plate Height: Pt := 8.1 •R L := 3-ft OTM := vaa-L OTM = 4330.06 lbft Shear Wall Dead Load Resisting: Rf 0.6(151psf)•19•ft•L Wa := 0.6•(10-psf)•Pt•L W:= Rf + Wa W = 658.81b L mm DLRM:= W DLRM = 988.21bft 2 Holdown Force & Net Uplift: OTM — DLRM Laa 'Base Plate Nailing Spacing (2001 NDS. Table 11N) 16d Common Nails, 1 112" Side Member Thickness. ZN := 122•Ib CD := 133 Z'N := ZN-CD Z'N = 162.26 lb HDFaa :_ ZN B — vaa vaa .— B = 0.91 ft W)= 133.051bft 1 Shear Wall Summary: Wind Force: Seismic Force: vaa = 178.19Ibft E 103.8lbft W)g= 167.39lbft 1 W 2a LIL + W (LI - 2a) lE LI ) 1 2L1 Laa Wa := 10•psf•5ft•(30ft + LI) HDFaa= 1113.95 lb Per Nail B.P. Nailing Spacing Bp = 0.91 ft 16d @8 "o.c. vaa= 178.191bft 1 Holdown Force: FIDFaa = 1113.95 lb Lag = 13.25ft C := 1.00 7/16" Sheathing wl 8d nailsg 6" O.C. Wind Capacity = 339 pIf Seismic Capacity = 242 pIf p = - 0.i3 Therefore p= 1.0 Holdown Types: Simpson MSTC28 I, Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 B iel: (253) 284 -3170 Fax (253) 2843183 PROJECT :Plan 2536/2A 2536- 2A.mcd 2/15/2006 Designer Binh Tran WALL BB: Wind loads per foot: WI = 133.05 lb ft 1 Distance between shear wall: Ll := 24•ft Wall Length: Lbb := (7).ft Percent full height sheathing: Check Wind Force: '`vbb . =. Check Seismic: Rf := 15•psf• 26 •ft +22ft• 2 W := Rf + Wa W = 16560 lb Seismic Force: 0.7V• W 7ft %:= 7ft 2a2 + W (L1 - 4•a +. L2 E'k L1 1 2•LI 2 Co Lbb Ebb = 285.34 lb ft 1 WIE 167.391bft 1 L2:= 36•ft Ebb C Overturning Moment on Wall: Plate Height: Pt := 8.1•ft Lbb 7.ft OTM := vbb- Lbb•Pt 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 = 1537.2 lb DLRM:= W Lbb DLRM = 5380.21b ft 2 Holdown Force & Net Uplift: HDFbb OTM — DLRM HDFbb = 3880lb Lbb Base Plate Nailing Spacing (2001 NDS. Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. ZN 122•Ib CD := 1.33 EN: =ZN•CD Z Bp • vbb B = 0.28 ft Shear Wall Summary: Wind Force: Seismic Force: vbb = 573.91b ft 1 Ebb = 285.341bft = I Max Opening Height = Oft, Therefore C := 1.00 per IBC Table 2305.3.7.2 Wa := 10•psf (30 ft + Ll + L2)-5.ft 'm 8d hails @ 3" O.C. Sheathing w[ wind Capacity ,= 638 plf Seismic Capacity = 456 plf Z'N = 162.26 lb Per Nail Pbb 1 = 2 — B.P. Nailing Spacing B = 0.28 ft 16d @ 3" o.c. Lbb =7ft ( Ebb•Lbb• AI Holdown Force: HDFbb = 38801b vbb = 573.91b ft Pbb = 0.54 Therefore p = 1.0 Holdown Types: Simpson MST60 �Z 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 'WALL CC: Wind loads per foot: Distance between shear wall: Wall Length: Lcc (3 + 3 + 3 + 3)•ft Lcc = 12 ft Percent full height sheathing: %:= 6ft Check Wind Force: vcc Seismic: Rf := 15•psf•22•ft• 32 •ft 2 W Rf + Wa W 758016 Seismic Force: 0.7V• W E := Locs W := Rf + Wa DLRM .- W. Lcc 2 Holdown Force & Net Uplift: OTM — DLRM HDFcc Z' B :_ — p vcc B = 1.l ft Shear Wall Summary: Wind Force: Wl = 133.051bft 1 2a Ll + W (LI - 2a) tE I LI ) 1 2L1 W = 399.6Ib DLRM = 1198.8 lb ft Seismic Force: LI := 24.11 vcc = 148.07lbft 1 E = 102.85 lb i 11ft Lcc Wa := 10•psf•(22•ft +LI)•5•ft E = 102.851b Overturning Moment on Wall: L := 6ft OTM := vcc•L Shear Wall Dead Load Resisting: Rf := 0.6•(15•psf)•2•ft -L Wa := 0.6•(10•psf)•Pt•L HDFcc = 1249.5 lb Co ' Base Plate Nailing Spacing (2001 NDS, Table 11N) 16d Common Nails, 1 1/2" Side Member Thickness. Z := 122-lb CD := 133 Z' := Z•CD Z' = 162.261b Per Nail WIE= 167.391bft 1 = 0.55 Pcc 2 B.P. Nailing Spacing Bp= 1.1 ft 16d @ 12" o.c. Lcc {3( .4�•ft Lcc = 8.89ft Max Opening Height = 4ft, Therefore c := 0.80 per IBC Table 2305.3.7.2 vcc = 148.071bft 1 E A] Plate Height pt := 8.1•ft OTM = 7196.39 lb ft vcc = 185.09 lb ft 1 C 7/16" Sheathing w/ 8d nail's 6" O.C. Wind Capacity = 339 plf' Seismic Capacity = 179 plf 2w /h per Table 2306A.1'." (20.Ft.ft) Holdown Force: HDFcc = 1249.5 lb Pcc = -1.2 Therefore p =1.0 Holdown Types: Simpson MSTC28 / ST2215 13 Cascade Residential Design, Inc. t02 South 26th St. Tacoma, WA 98402 Tet: (253) 284 -3170 Fat: (253) 284-3183 PROJECT :Plan 253612A 2536- 2A.mcd 2/15/2006 Designer Binh Tran WALL DD: Wind loads per foot: 3 = 150 16 8 1 Distance between shear wall: Ll := 30ft Wall Length: Ldd := (17 + 36.5)-ft Percent full height sheathing: % := 17ft 17ft Check Wind Force: vdd := Check Seismic: Rf = 15•psf•60•ft- -ft 2 Ldd:= 12- ft L1 - a (L1 - 2a) W3E•2a — + W3 L1 ) 2L1 C Ldd Wa 1O-psf•(60•ft + L1)-5-ft W Rf + Wa W = 18000 lb O.N•W 1 (20 -Ft-ft) Seismic Force: E dd Edd = 40.58Ibft Pdd 2 - CoLdd Edd•Ldd' Al Overturning Moment on Wall: Plate Height: pt := 8.1.ft OTM := vdd•Ldd•Pt OTM = 5824.77Ibft Shear Wall Dead Load Resisting: Rf := 0.6•(15•psf)•2•ft•Ldd Wa := O.6•(10.psf)•Pt•Ldd W: =Rf +Wa W= 1132.216 DLRM := W Lad DLRM = 9623.7lb ft 2 Holdown Force & Net Uplift: HDFdd := OTM - DLRM HDFdd = -223.47 lb Ldd Base Plate Nailing Spacing (2001 NDS, Table 11 N) 16d Common Nails, 1 112" Side Member Thickness. ZN := 122-lb CD := 1.33 Z'N := ZN-CD Z'N = 162.261b TN B . — B =3.84ft Bp vdd P Shear Wall Summary: Wind Force: Seismic Force: vdd = 42.3168 Edd= 40.58Ib8 W3E = 152.421bft 1 Per Nail % = 1 Max Opening Height = Oft, Therefore C 1.00 per IBC Table 2305.3.7.2 S.P. Nailing Spacing Bp = 3.84 ft 16d @16 "o.c. Ldd = 53.5 ft 7/16" Sheathing w/ 8d nails @ 6" D. Wind Capacity = 339 plf Seismic Capacity = 242plf Pad = 0.65 Holdown Force: Holdown Types: No Holdown Req'd HDFdd = -223.47 lb vdd = 42.3 1b ft Therefore p = 1.0 19 Cascade Residential Design, Inc. 132 South 26th St. Tacoma, WA 98402 Tel: (253) 2843170 Fax: (253) 2843183 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: Percent full height sheathing: Check Wind Force: Check Seismic: Rf := 15•psf•60-ft• 2 •ft 0 Overtuminq Moment on Wall: L := 20•ft OTM := vee•L Pt Shear Wall Dead Load Resisting: El := 0.6•(15•psf)d15•ft•L W:=Rf+Wa W= 36721b L DLRM = W.— a DLRM = 36720 ft 2 Holdown Force & Net Uplift: OTM — DLRM HDFee Bp _ Z'N vee B = 2.87 ft Shear Wall Summary: Wind Force: Seismic Force: vee = 56.52 Ib ft 1 E = 54.221b ft 1 W3 = 150'Mi W3E= 152.421bft 1 Lee = (20 + 4 + 7 + 13)•ft := 20ft 24ft Lee =44ft L11-- a- a (LI - 2a)` W3E2a • + W3 , LI 2L1' vee Co Lee Wa 10•psf•(60•ft + LI)•5•ft NV, : =Rf + Wa W 18000Ib 0.7V -W I (20'F1'ft) Seismic Force: Eee Eee = 54.22 lb R pee 2 Pee = 0.77 Therefore p = 1.0 C Lee E AI Plate Height: OTM = 9156.29 lb ft Wa := 0.6-(10•psf)-Pt•L HDFee = —1378.19 lb Lee Base Plate Nailing Spacing (2001 NDS, Table 11N1 led Common Nails, 1 112" Side Member Thickness. ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.26 lb Per Nail % = 0.83 Max Opening Height = 4ft, Therefore C := 0.91 per IBC Table 2305.3.7.2 Pt:= 8.1-ft B.P. Nailing Spacing B =2.87ft 16d@ "o.c. vee = 56.521b ft 7/16" Sheathing' w/ ltd nails Wind Capacity = 339 plf Capacity = 242 plf f. Holdown Force: HDFee = - 1378.191b Holdown Types: No Holdown Req'd =414 :4,40 "1 '111irl* It• i .10 ,9j el • hie 'oil • 4ttl raf J ' I _ LI 1•4 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 A: Wind loads per foot: W2 = 102.351b11 W2E = 128.76 lb ft I Distance between shear wall: LI := 36•ft Wall Length: La := (3.5 + 4 + 5)•ft La = 125 ft Percent full height sheathing: % := 3.5ft Check Wind Force: va Seismic: Rf := 15- psf•30-ft- 2 •ft 3.5ft 2 2 vaa•L + W (2.a-L1 — 2•a + W (L1 — 2•a) �w 2E LI 2 2•Ll C 7/16" Sheathing w/ ad nails Wa:= 10- psf- (30- ft +LI) -13 -ft Fl := 15- psf- 30•ft - 36 -ft Wind Capacity = , 494pif, 2 Seismic Capacity = 353 p)f W := Rf + Wa + Fl W = 24780 lb 0.7V•W -1 _ ( -F 2 -ft Seismic Force: E := C •La E = 266.65 lb ft p := 2 E •La • A o s a sJ Overturning Moment an Wall: Plate Height: Pt := 9.1 -ft L := 4.ft OTM := va-L OTM = 13311.65 Ibft Shear Wall Dead Load Resisting: Rf:= 0.6(15•psf)•19•ft•L Wa:= 0.6- (10- psf)•Pt•2•L Fly 0.6•(10•psf)•1•ft•L W:= Rf+ Wa +Fl W= 1144.8 lb L a DLRM := W.— DLRM = 2289.6 lb ft 2 Holdown Force & Net Uplift: HDFa := OTM — DLRM HDFa = 2755.51 lb HDFaI := HDFa + HDFaa = (3869.47) lb L Base Plate Nailing Spacing (2001 NDS, Table 11N) Anchor Bolt Spacing (2001 NDS. Table 11E1 16d Common Nails, 1 1/2" Side Member Thickness. 5/8" Dia. Bolt, 1 1/2" Side Member Thickness. ZN := 122•Ib CD:= 1.33 Z'N := ZN-CD Z'N = 162.26lb Z'N B — B = 0.44 ft Per Nail P va P Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing Ea 266.65 lb 8 B p = 0.44ft va= 365.7 I 16d @ 4" o.c. La : =1331 9 I +4(9 +5] -ft La = 11.21ft = 1 L \ Max J Opening Height = Oft, Therefore C := 1.0 per IBC Table 2305.3/.2 A 830 -lb ZB As — va A.B. Spacing As = 3.02 ft 518" A.B. 36" o.c. Pa= 02, CD := 133 ZB As As = 3.02 ft Holdown Force: HDFa = 2755.51 lb HDFaI = 3869.47 lb va = 365.71b ft - I Therefore p = 1.0 4" ZB = 1103.9 lb Per Bolt Holdown Types: STHDI4RJ 11 Cascade Residential Design, Inc. LO2 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fax: (253) 284-3183 PROJECT :Plan 2536/2A 2536 -2kmcd 2/15/2006 Designer. Binh Tran WALL B: Wind loads per foot: W2 = 102.35 Distance between shear wall: LI := 22 -ft Wall Length: Lb:= (6 + 10.5) -ft Percent full height sheathing: %:= 88 Check Wind Force: Check Seismic: av . vbb•Lbb + w2E' I 1 + W2 Lb 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 EN Bp.= - Bp =0.38ft Shear Wall Summarv: Z'N = 162.261b Per Nail W2E= I28.76Ibft 1 L2 36 -ft % = I Max Opening Height = Oft, Therefore j per IBC Table 2305.3.7.2 (LI – 4•a + L2 2•LI 2 C ° •Lb Lb= 16.5ft Rf := 15•psf•(30•ft• 2 •ft + 22ft• z ft) Wa := 10- psf -(30•ft + LI + L2)• 15•ft Fl := 15•psf•(30•ft• 2 + 22ft• 4 ft) W := Rf + Wa + Fl W = 37320 lb 7•V•W 1 (20 -F2•11) Seismic Force: Eb C •Lb Lb = 272.81 16 ft Pb 2 E •Lb A— Pb = 0.54 Therefore p = 1.0 ° b V 2 Overtuminq 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 +F1 W= 1897.21b L b DLRM := W.— DLRM = 5691.616 ft 2 Holdown Force & Net Uplift: OTM — DLRM HDFb HDFb = 2915.87 lb C 1.00 A 830 -lb CD := 1.33 ZB:= A ZB = 1103.916 As:= ZB Per Bolt As = 2.6ft vb 16d @ 4" o.c. 5/8" A.B. a 30" o.c. vb = 424.67lbft 1 7116" Sheathing Carl Sd nails 4" O.C. Wind ,Capacity =494 Pit Seismic Capacity'= 353,plf Anchor Bolt Spacing (2001 NDS Table 11E1 5/8" Dia. Bolt & 1 1/2" Plate Thickness. Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdavn Types: 1 1 B = 0.38 ft As = 2.6 ft HDFb = 2915.87 lb STHD74RJ vb = 424.6716 ft Eb = 272.81 1b ft p 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 C: Wind loads per foot: W2 = 102.35lbft 1 Distance between shear wall: LI := 22-ft Wall Length: Lc := (3 + 3)-ft Percent full height sheathing: % 3ft 3ft Check Wind Force: Check Seismic: vc:= Rf := 15. psf -22-f- —ft Wa := 10•psf•(22•ft + LI)-15-ft 2 W := Rf + Wa + Fl W = 14190 lb Seismic Force: ZN Bp. vc — Shear Wall Summary: Overturning Moment on Wall: L =3.ft OTM := vc•LcPt Shear Wall Dead Load Resisting: Rf := .6•(15•psf)•2•ft•L Wa := .6•(10•psf)•2Pt•L W := Rf + Wa + Fl W = 498.61b L c DLRM W.— DLRM= 747.9lbft 2 Holdown Force & Net Uplift: OTM - DLRM HDFc := HDFc = 4360.72 lb L Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 112" Plate Thickness. ZN := 122-lb CD := 1.33 TN := ZN-CD Z'N = 16226 lb Wind Force: vc = 506.616 ft -1 .7V•W Ec C Lc B = 0.32 ft Seismic Force: E 432.641bft 1 E = 432.641b S 1 W2E = 128.7616 ft Lc = 6 ft % =1 vcc•Lcc W2E•2a• LI a + WT(LI 2a) (LI – 2a) LI 2L1 C (20-F241) Pc 2 E Lc Plate Height pt := 9.1.ft OTM = 13830.06 lb ft Per Nail B.P. Nailing Spacing Bp =0.32ft 16d @ 4" o.c. Lc [3(9 1 )•2J•ft Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 22 7/1! Sheathing wf Sd naiis.3° O.C, Fl := 15•psf•22•ft• — •ft Wind C a c -638 If s. 2 pa!h` P.:.. Seismic Capacity =456p1f _ Fl := .6-(l0-psf)-6.5- Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 2 1/2" Plate Thickness. A := 1040-lb CD := 133 ZB := A Z B As := As =2.73ft vc A.B. Spacing As = 2.73 ft 5/8" A.B. 32" o.c. vc= 506.61bft Lc = 3.96 ft p = –1.84 Therefore p = 1.0 C := 1.00 ZB = 1383.2 lb Per Bolt Holdown Force: Holdown Types: Simpson STHD14 HDFc = 4360.7216 Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 96402 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: Distance between shear wall: Wall Length: Percent full height sheathing: W2 = 102.351b8 LI := 30ft Ld (16 + 30.5)•ft 16ft % := 16ft W2E = 128.76 vdd•Ldd + W2E•2a• L Ll a) + W2•(L1 2a) (L1 – 2a) Check Wind Force: vd := ll Check Seismic: Rf:= 15•psf•58•ft• Wa:= 10•psf•(58•ft +L1)•15•ft 2 W := Rf + Wa + Fl W = 393001b • .7-11•WZ ] Seismic Force: E d := - _ ;Ed ? 10194168 Overturning Moment on Wall: Ld := 16•ft OTM := Ed•Ld-Ft Shear Wall Dead Load Resisting: Rf := . W := Rf + Wa + Fl L d DLRM := W.— DLRM = 21657.61b ft 2 Holdown Force & Net Uplift: OTM - DLRM HDFd Ld Base Plate Nailing Spacing (2001 NOS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. CoLd Pd Plate Height: pt:= 9.1•ft OTM = 14842.38 lb ft Wa := .6•(10•psf)•2Pt•Ld W = 2707.2 lb HDFd = -425.95 lb ZN := 122•Ib CD := 133 Z'N := ZN'CD B := - B =1. Ed 59ft d Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing vd = 84.7516 ft Ed = 101.94 lb ft B = 1.59 ft 16d e 16" o.c. ZN = 162.26 lb Per Nail =1 Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 Fl := 15•psf•58•ft• 2 (20•F2•ft) Ed•Ld• J Fl := .6•(l0•psf).7.ft.Ld Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 1 1/2" Plate Thickness. A 830.1b ZB As: Ed Ld = 46.5 ft AB. Spacing As = 10.83ft 5/6" A.B. 72" o.c. vd = 84.75 lb ft 7/16" Sheathing W /'ad natli t 6" Wind Capacity =, 339 plf Seismic Capacity_, 242 p1f : pd = 0.61 Therefore p = 1.0 C 1.00 CD := 1.33 ZB := A ZB = 1103.91b As = 10.83 ft Per Bolt Holdown Force: Holdown Types: No Holdown Req'd HDFd = -425.95 lb Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel: (253) 284 -3170 Fez: (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 Distance between shear wall: Li := 30-ft Wall Length: Percent full height sheathing: Le := (6 + 7 + 17.5 + 22)-ft Le =52.5ft = 6ft % %= 1 6ft vee•Lee + W2E•2a•�. � "� 4 - W2•(L1 •- 2 Check Wind Force: ve:- Check Seismic: Rf:= 15•psf.60.ft. .ft 2 C L Wa := 10•psf•(60•ft + L1)• 15•ft W = Rf + Wa + Fl W = 40500 lb .7. v W Seismic Force: E := Ee = 93.05lb C Overturning Moment on Wall: L := 6-ft OTM := Ee Le Pt Shear Wall Dead Load Resisting: Rf := .6•(I5•psf)•2•ft-L Wa:= .6•(10.psf)•2Pt•L Fl :_ .6•(10psf)•8ft•L W := Rf + Wa + Fl W = 1051.21b L e DLRM:= W DLRM = 3153.6 lb ft 2 Holdown Force & Net Uplift: OTM - DLRM HDFe := HDFe = 321.1216 L Base Plate Nailing Spacing (2001 NDS Table 11N) 16d Common Nails, 1 1/2" Plate Thickness. Shear Wall Summary: Wind Force: Seismic Force: ve= 79.331bft 1 Ee= 93.05lb 1 Plate Height: Pt := 9.1•ft OTM = 5080.32lbft ZN := 122•Ib CD := 133 Z'N := ZN•CD TN = 162.261b A := 830-lb CD := 133 ZB := A ZB = 1103:916 B �N B = 1 ft Per Nail As:= ZB Per Bolt As = 11.86 ft P Ee p E B.P. Nailing Spacing B =1.74ft 1661 © 16" o.c. W2E = 128.76lb Max Opening Height = Oft, Therefore per IBC Table 2305.3.7.2 30 7116" Sheathing tin fid nails 6 F1:= I5psf•60ft•— ft 2 Wind Capacity = 339'plf Seismic Capacity = 242 Of (20.F2. ft) Pe - 2- E Anchor Bolt Spacing (2001 NDS Table 11E) 5/8" Dia. Bolt & 1 1/2" Plate Thickness. A.B. Spacing As= 11.86ft 5/8" A.B. 72" o.c. p = 0.65 HDFe = 321.121b Therefore p = 1.0 C = 1.00 ye= 79.33lbft 1 Holdown Force: Holdown Types: No Holdown. 21 fir r vr.„Kr 4fr •4•4 _ - r - I-A VA dd ROOF PR4MNG PLAN 2-2- AjAr Afirliaa r,/i4 v s, ed ROOF FRAMING PLAN 1- 3 OPTION dSE • Residential Des'gn,Inc. Job Name Location ? flO F P List- hi • Technical Representative W 102 Tacoma, WA 98402 253.284.3170. 253.289.3 fax email: cascade@jx.netcom.com Job Number Sheet of By T f.. At. Date i 1 r. — 3 r I; . 34 U r" W ■■ homes S - i --H -. IL_I ui■ rur u r h is■■■■■ ■■■■■ I ■■ ■■■ ■ ■ u■i■ru■ • • iu U top irmri. It t ■■ 00 ■ EM■r ■■■■■ — r■ ■ ■ ■■ It - III■■■■■■■■■ r ■■■■.■ 1 IA v 4 n u m ■■■■ ]FEF HHIIII _ A - 1ravA■r -I II ■ ■ ■ ■■■r�■■■■■■■�■ ■.� MIL ■r3= It ■ I _ I NE i� ■�� ■�� ■ ■ ■� + ■ ibi F s � ■■snES _� H L L rails LI EINI 1 ;II OM ila a 2 A it H P ... - ■■■■■■■■■■ CI 1 I LJ ■■■■■■■■■ , ■ ■ I • I ■ ■ ■ ■■ ■■ 1 I dSE • Residential Des'gn,Inc. Job Name Location ? flO F P List- hi • Technical Representative W 102 Tacoma, WA 98402 253.284.3170. 253.289.3 fax email: cascade@jx.netcom.com Job Number Sheet of By T f.. At. Date i 1 r. — Cascade'Residentlal Design, Inc. 102 South 26th Street Description Beam1 General Information Full Length Uniform Loads Section Name 4x10 Center Span 6.00ft Beam Width 3.500 in Left Cantilever ft Beam Depth 9.250 in Right Cantilever ft Member Type 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 Summary LDeflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever © Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Max Stress Ratio 0.680: 1 Maximum Moment 3.5 k -ft Allowable 5.2 k -ft Max. Positive Moment 3.51 k -ft at Max. Negative Moment 0.00 k -ft at Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 5.17 fb 844.98 psi Fb 1,242.00 psi Center Span... Deflection ...Location ...Length/Den Camber ( using 1.5 * D. @ Center © Left @ Right Bending Analysis Ck 31.887 Le Cf 1.200 Rb DL DL DL iv Fv Peed Load -0.023 in 3.000 ft 3,112.6 L. Deft) ... 0.035 in 0.000 In 0.000 in 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 Total Load -0.062 in 3.000 ft 1,167.72 Sxx CI LL LL LL Ends are Pin -Pin 49.911 in3 2342.999 Sxx Reed 33.96 in3 0.00 in3 0.00 in3 © Right Support 2.61 k 12.632 in2 207.00 psi Title : Dsgnr: Description : a 4 488.00 #/ft #/ft rem Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd Lu Lu u Area 32.375 in2 Allowable fb 1,242.00 psi 1,242.00 psi 1,242.00 psi 1.071 in 1.071 in Job # Date: 11:33AM, 15 JUL 04 Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1 0.00 ft 0.00 ft 0.00 ft Beam Design OK Maximum Shear' 1.5 2.6 k Allowable 6.7 k 3.000 ft Shear: @ Left 2.34 k 6.000 ft @ Right 2.34 k Camber. @Left 0.000 in @ Center 0.035 in @ Right 0.000 in Reactions... Left DL 0.88 k Max 2.34 k Right DL 0.88 k Max 2.34 k Peed Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Caics I Cascade Residential Design, Inc. 102 South 26t Street 33 Description Beam2 General Information Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary i DL DL DL Span- 4.00f, Beam Width . 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow lb 240.43 psi Fb 1,242.00 psi Center Span... peed Load Deflection -0.003 in ...Location 2.000 ft ...Length/Defl 16,372.1 Camber ( using 1.5 • D.L. Defl ) ... Center 0.004 in Left 0.000 in Right 0.000 in Stress Calcs Bending Analysis Ck 31.887 Le Cf 1.200 Rb (� Center 0 Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Supports Max. Left Reaction Max. Right Reaction Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever 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 0.000 ft 0.000 Max Moment 1.00 k -ft 0.00 k -ft 0.00 k -ft Left Support 0.92 k 4.464 in2 207.00 psi 1.00 k 1.00 k 188.00 #/ft #/ft #/ft Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined LL LL LL Depth it 9.25in, Ends are Pin -Pin 0.194 : 1 1.0 k -ft 5.2 k -ft at 2.000 ft at 0.000 ft 0.00 k -ft 0.00 k -ft 5.17 fv 28.54 psi Fv 207.00 psi Total Load -0.008 in 2.000 ft 6,155.91 Reactions... Left DL Right DL Sxx 49.911 in3 CI 1000.000 Sxx Read 9.66 in3 0.00 in3 0.00 in3 Right Support 0.92 k 4.464 In2 207.00 psi Zr Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 4.00ft Lu ft Lu ft Lu 312.00 #!ft #/ft #/ft Maximum Shear • 1.5 Allowable Shear: Lett Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Job # Date: 11:39AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.9 k 6.7 k O Left 1.00 k Right 1.00 k Camber. ©Left 0.000 in Center 0.004 in 0 Right 0.000 in 0.38 k 0.38 k Area 32.375 in2 Allowable fb 1,242.00 psi 1,242.00 psi 1,242.00 psi 0.457 in 0.457 in Max 1.00k Max 1.00k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 CascadeResidential Design, Inc. 102 South 26th Street Tacoma W,�1 7eI 25 r 5. ax:257 •RevE 58pap (01983 -2003 ENERCALC Eneirearing'S Description General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever L Summary Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support . Max Right Support Max. M allow Po 231.45 psi Fb 776.25 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.6 • D. Center Left Right tress Caics Bending Analysts Ck 30.529 Cf 1.000 Center a Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing 0 Supports Max. Left Reaction Max. Right Reaction Beam3 I Span= 6.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio . 0.296 i Le Rb DL DL DL Center Span 5.500 In Left Cantilever 7.500 in Right Cantilever Sawn Hem Fir, No.2 Fb Base Mow 675.0 psi 1.150 Fv Allow 140.0 psi Pin -Pin Fc Allow 405.0 psi E 1,100.0 ksi 0.99 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.34 fv Fv peed 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 161.00 psi G 83.00 #/ft #/ft #/ft 1.0 k -ft 3.3 k -ft at at 19.09 psi 161.00 psi Total Load -0.030 in 3 000 ft 2,376.41 Sxx CI Itimtier Beth 3.000 ft 6.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description: 138.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear. Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 6.00 ft Lu ft Lu ft Lu 0.66 k Bearing Length Req'd 0.298 in 0.66 k Bearing Length Req'd 0.298 in Jobe Date: 11:33AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.8 k 6.6 k @ Left 0.66 k (d Right 0.66 k Camber. Q Left 0.000 in Q Center 0.017 in Right 0.000 in 0.25 k Max 0.66 k 0.25 k Max 0.66 k 51.563 in3 Area 41.250 in2 663.000 Sxx Rea'q Allowable fb 15.37 in3 776.25 psi 0.00 in3 776.25 psi 0.00 in3 776.25 psi Right Support 0.79 k 4.892 in2 161.00 psi . eage- _'I4 • 2536-2 .sew: Celwletion, Dead 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 T,pcoma 98402 1$ 44170 5'3044183 Os'e9 W58E3; Ver 5. a.o, 9454-io0'3s'tr (01983.2003 ENERCALC Engineering Software Description Beam4 Section Name 2x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.6 • D. Center Left Right Bending Analysis Ck 29.576 Cf 1.200 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Le Rb DL DL DL 1.5001n 7.250 in Sawn 1.150 Pin -Pin Dead Loag -0.045 in 4.000 ft 2,150.2 L. Defl ) ... 0.067 in 0.000 in 0.000 in 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 0.32 k 0.32 k 30.00 #/ft #/ft ti/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Maximum Shear' 1.5 0.4 k Allowable 1.9 k Shear. @ Left 0.32 k Right 0.32 k Camber. © Left - 0.000 in @ Center 0.067 in Right 0.000in 37.78 psi 0.12 k Max 0.32 k 172.50 psi 0.12 k Max 0.32 k Span= 8.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.498 ; 1 Maximum Moment 0.6 k -ft Allowable 1.3 k -ft Max. Positive Moment 0.64 k -ft at 4.000 ft Max. Negative Moment 0.00 k -ft at 8.000 ft Max © Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 1.28 ib 5!14.45 psi fv Fb 1,173.00 psi Fv Total Load -0.119 in 4.000 ft 806.34 Sxx CI LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Stress Calcs 13.141 in3 Area 320.000 Sxx Read 6.55 in3 0.00 in3 0.00 in3 Right Support 0.41 k 2.382 in2 172.50 psi Bearing Length Req'd Bearing Length Req'd •L- 8.00 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 50.00 Wit Sift ft/ft 10.875 in2 Allowable tb 1,173.00 psi 1,173.00 psi 1,173.00 psi 0.527 in 0.527 in Job # Date: 11:33AM, 15 JUL 04 0.00 ft 0.00 ft 0.00 ft 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 I UPPER FLOOR FRAMING PLAN Residential Design, Inc. r s-t7P r ant. — ■—. 5 IA D tc wsn� "ILL 12 1 25 Job Number 102 South 26th St • Tacoma WA 98402 253.2643170. 253.284.3183 fax email: casode@ix.netcom.com Job Name tipper?, F � 1 ,, A Location Upperz P Lhn 2.. F PL IVI) Ps �T 47 1Y I Sheet ��pp ' 1 of rT7 Technical Representative By 11\) [T Date 5113/A4 Rev: 580000 General Timber Beam General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Description Deflections Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 • D. Center Left Right upper floor joist optional DL DL DL 1 1.500 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Full Length Uniform Loads Span= 16.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow ib 871.49 psi fv Fb 977.50 psi Fv 0.00 k -ft 0.00 k -ft 2.58 Dead Load -0.126 in 8.000 ft 1,520.9 L. Den ) ... 0.189 in 0.000 in 0.000 in 2.30 k -ft 0.00 k -ft 16.00 #!ft #/R #/ft Depth = 11.25in, Ends are Pin -Pin 0.892 ; 1 2.3 k -ft 2.6 k -ft at 8.000 ft at 0.000 ft 45.34 psi 150.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.458 in 8.000 ft 419.55 LL LL LL Reactions... Left DL Right DL 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft #/ft Maximum Shear' 1.5 0.8 k Allowable 2.5 k Shear. @Left 0.57k @1 Right 0.57 k Camber: @ Left 0.000in CD Center 0.189in Right 0.000 in 0.16 k 0.16 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl 16.00 ft Lu ft Lu ft Lu Max Max 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK 0.57k 0.57 k Dead Load To al oad 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 SD W 1_ Upper floor joists optional T�aaae®B. Serial um3 11 7 /8" TJI© 110 © 16" o/c User. 2 7/14/2005 9:47:30 AM Page 1 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN PROJECT INFORMATION: Plan 2536/2 Copyright C 2004 by T rus Joist, a Weyerhaeuser Business TJI® and TJ -Beams are registered trademarks of Trus Joist. a -I Joints', pro.' and TJ -Pro" are trademarks of True Joist. CONTROLS FOR THE APPLICATION AND LOADS LISTED U' e 16' LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Product Diagram Is Conceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 427/12810 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 427 / 128 / 0 / 555 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 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) 540 -534 1560 Passed (34 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 540 540 1018 Passed (53%) Bearing 2 under Floor loading Moment (Ft -Lbs) 2105 2105 3015 Passed (70 %) MID Span 1 under Floor loading Live Load Defl (in) 0.262 0.390 Passed (L/713) MID Span 1 under Floor loading Total Load Dell (in) 0.341 0.779 Passed (L/548) MID Span 1 under Floor loading TJPro 39 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 3' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. btran @cascaderd.com Description 5. great room window General Information Section Name Beam Width Beam.Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Point Loads .... Dead Load Live Load ...distance 8x10 2,350.0 Ibs Ibs 2.000 ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 75161 psi Fb 875.00 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center @ Left @ Right 5.500 in 9.500 in Sawn 1.000 Pin -Pin 32.500 pcf 385.00 #/ft LL @ Left 385.00 #/ft LL @ Right 12.00 #/ft LL @ Left 12.00 #/ft LL @ Right 0.000 ft 5.19 k -ft 0.00 k -ft 6.03 fv Fv Ibs Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.860 : 1 Maximum Moment 5.2 k -ft Allowable 6.0 k -ft 0.00 k -ft 0.00 k -ft General Timber Beam 80.79 psi 170.00 psi 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 0.000 ft Ibs at 2.016 ft at 0.000 ft peed Load Total Load -0.073 In -0.093 in 3.552 ft 3.584 ft 1,308.9 1,028.18 L. Deft ) ... 0.110 In 0.000 in 0.000 in Reactions... Left DL Right DL 528.00 #/ft 528.00 #/ft 40.00 #/ft 40.00 #/ft 0.000 ft Ibs 8.00 ft ft ft 2.51 k 0.78 k Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Start Loc End Loc Start Loc End Loc 0.000 ft Ibs Maximum Shear * 1.5 Allowable Shear: 0.00 ft 0.00 if 0.00 ft 0.000 ft 2.000 ft 2.000 ft 8.000 ft Ibs Ibs 0.000 ft Beam Design OK 4.2 k 8.9 k @ Left 3.52 k @ Right 1.06 k Camber: @ Left 0.000in @Center 0.110in @ Right 0.000in Max 3 52 k Max 1.06 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 Ibs Ibs 0.000ft Description 6. Dining room door Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Po Fb 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 Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center © Left @ Right 3,600.0 lbs lbs 5.000 ft DL DL DL 3.500 in 9.250 in Sawn lbs lbs 0.000 ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 897.55 psi 900.00 psi 0.997 1 3.7 k -ft 3.7 k -ft 3.73 k -ft at 4.992 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 3.74 tv Fv Dead Load - 0.0431n 3.360 ft 1,676.0 • D.L. Defl) ... 0.064 In 0.000 In 0.000 in 66.00 #/ft #/ft #/ft General Timber Beam Code Ref: 1997 NDS, 2003 IBC. 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi lbs lbs 0.000 ft Total Load -0.060 in 3.240 ft 1,197.61 LL LL LL 220.00 #/ft #/ft #/ft lbs lbs lbs lbs 0.000 ft 0.000 h Maximum Shear * 1.5 5.5 k Allowable 5.8 k Shear: @ Left 1.48k @ Right 3.88 k Camber: @ Left 0.000in @ Center 0.064 in @ Right 0.000 in Reactions... 169.33 psi Left DL 0.82 k Max 1.48k 180.00 psi Right DL 3.22 k Max 3.88 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft 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 Beam Design OK Description General Information Full Length Uniform Loads Center Left Cantilever Right Cantilever Max @ Left Support Max @ Right Support Max. M allow lb 429.24 psi Fb 900.00 psi Deflections Center Span... Deflection ...Location ...Length/Deft Camber ( using 1.5' D @ Center @ Left @ Right 7. dining room window Section Name 4x10 Center Span 5.00 ft Lu Beam Width 3.500 in Left Cantilever ft Lu Beam Depth 9.250 in Right Cantilever ft Lu Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Our. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 32.500pcf E 1,600.0 ksi DL DL DL Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.477: 1 Maximum Moment 1.8 k -ft Maximum Shear' 1.5 1.5 k Allowable 3.7 k-ft • Allowable 5.8 k Max. Positive Moment 1.79 k -ft at 2.500 ft • Shear: @ Left 1.43 k Max. Negative Moment 0.00 k -ft at 5.000 ft @ Right 1.43 k 0.00 k -ft 0.00 k -ft 3.74 fv Fv Dead Load -0.008 In 2.500 ft 7,285.5 .L.Defl)... 0.012 in 0.000 In 0.000 in 209.00 #/ft #/ft #/ft 46.06 psi 180.00 psi Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Total Load -0.022 in 2.500 ft 2,758.43 LL LL LL Reactions... Left DL Right DL 355.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft 0.00 ft 0.00 ft 0.00 ft Beam Design OK Camber: @ Left 0.000 in @Center 0.012in @ Right 0.000in 0.54 k Max 1.43k 0.54 k 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 Rev: 580000 Description General Information Center Left Cantilever Right Cantilever Deflections Center Span... Deflection ...Location ...Length /Deft Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 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 8. treated Deck Beam 6x12 DL DL 5.500 In 11.500 in Sawn 1.000 Pin -Pin 32.500 pcf Dead Load -0.062 in 6.500 ft 2,506.1 Camber ( using 1.5 • D.L. Defl) ,.. @ Center 0.093 In @ Left 0.000 in @ Right 0.000 In 5.8 k -ft 6.8 k -ft 5.79 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 6.82 N Fv General Timber Beam 36.19 psi 140.00 psi Code Ref: 1997 NDS. 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir. No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.230 in 6.500 ft 678.67 6.500 ft 13.000 ft LL LL Span= 13.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.850 ; 1 Reactions... Left DL Right DL 13.00 ft ft 675.0 psi 140.0 psi 405.0 psi 1,100.0 ksi #/ft #/ft Lu Lu ft Lu Maximum Shear 1.5 Allowable Shear: 0.48 k 0.00 ft 0.00 ft 0.00 ft 0.48 k Beam Design OK 2.3 k 8.9 k @ Left 1.78 k @ Right 1.78 k Camber: @ Left 0.000in @ Center 0.093 in @ Right 0.000 in Max 1.78k Max 1.78k 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 Description General Information Section Name 2x8 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 Len,th 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 0 823 1 Maximum Moment 0.9 k -ft Allowable 1.1 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 804.24 psi Fb 977.50 psi 9. Deck joists @ Left 0.000 in @ Right 0.000 in DL DL DL 1.500 in 7.250 In Sawn 16.00 #/ft #/ft #/ft 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 LL LL LL 10.00 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft #/ft Lu Lu Lu Maximum Shear * 1.5 Allowable 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK 0.5 k 1.6 k 0.88 k -ft at 5.000 ft Shear: @ Left 0.35 k 0.00 k -ft at 0.000 ft @ Right 0.35 k 0.00 k -ft Camber: @ Left 0.000in 0.00 k -ft @ Center 0.101in 1 07 Reactions... @ Right 0.000in N 42.76 psi Left DL 0.09 k Max 0.35 k Fv 150.00 psi Right DL 0.09 k Max 0.35 k Deflections - 11037,4atntrnitrien. ,t .g, , Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0,067 in -0.256 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length /Deft 0.0 0.0 ...Length /Defl 1,789.7 468.78 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection @ Center 0.101 In ...Length /Defl 0.000 in 0.000 in 0.0 0.0 Description General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Deflections Center Span... w. Deflection ...Location ...Length /Defl 10. Beam between dining /great room MicroLam: 3.5x11.25 3.500 in 11.250 in GluLam DL DL DL 1.000 Pin -Pin 32.500 pcf Dead Load -0.112 In 6.000 ft 1,289.3 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.168 in © Left 0.000 in @ Right 0.000 In 180.00 #/ft #/ft #/ft 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 Mow 2,600.0 psi Fv Allow Fc Allow E Total Load -0.466 in 6.000 ft 308.71 LL LL LL 285.0 psi 750.0 psi 1,900.0 ksi 600.00 ft/ft #/ft #/ft Span= 12.00ft. Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 2,308.06 psi Fb 2,600.00 psi 3.500in x Depth = 11.25in, Ends are Pin -Pin 0.888 : 1 14.2 k -ft 16.0 k -ft 14.20 k -ft at 6.000 ft 0.00 k -ft at 12.000 ft 0.00 k -ft 0.00 k -ft 16.00 fv Fv 152.91 psi 285.00 psi Reactions... Left DL Right DL Maximum Shear * 1.5 6.0 k Allowable 11.2 k Shear: @ Left 4.73k @ Right 4.73 k Camber: @ Left 0.000 in @ Center 0.168in @ Right 0.000 in 1.13 k Max 1.13 k Max Beam Design OK 4.73 k 4.73 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0,000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Total Load 0.000 in 0.0 0.000 in 0.0 C A .� S �� CAJ s E Residential Design, Inc. Location 'Wert P1ao1 Fieitigtaq $ Sheet Technical Representative By r N �+ Job Name Job Number 102 South 26th St • Tacoma WA 98402 251284.31 53.284.3183 fax email cas...,,..@ixnetcom.com of Date 3106 it ■!I!! ° ■_ .... _ I ' MT■■■■■■ ■■■ ■■ IIIIMINIMS Ie!Irfeh! limang SI r t ■ • t 0Ei rya ■alas ,o 0 aaar�■saa■a■■ ■ a■■ sass■ ■ ■ ■ ■ ■ ■ ■■ ■ ai r 4 yigi y, `vL J u ► n ■air ■ �, ■ ■ ■ ■ . � No N it -J I`vl , ' k i lass■■■■■■■■ ■ ■_asaM :N a.m. _ !a. I r MI ■■ n ii ��fl! • #' ■ i■ ■ SIM s ii TIMM IF L 0 2 ■■sae's v L SUSS ■■a■■ ■110 III:_ -" E 111 ■INI ■r • ��r p 7 c g ■ rau s■■■a■■■■s■ I 1 aria■ ■s ORM sass 11 14 I- 1 IN TI MMI 1 u MINEKRIWANIE . a ' ■a r 3 ■■ ■ ■■■ass■ ■ ■sa •. .. n ■� PSE ■ - J J ■ NMI - - life sas n fl 111 ■ i : osa N I 't as Cs 0 Ell ate ■ rll ‘4.1j n ■ ■ras V d l L LJ C A .� S �� CAJ s E Residential Design, Inc. Location 'Wert P1ao1 Fieitigtaq $ Sheet Technical Representative By r N �+ Job Name Job Number 102 South 26th St • Tacoma WA 98402 251284.31 53.284.3183 fax email cas...,,..@ixnetcom.com of Date 3106 CASCADE Residential Design, Inc. Fax: 253-284-3183 Rev: 580004 User: KW-0605873, Ver 5.8.0. 1-Dec-2003 General Timber Beam m11583 -2003 ENERCALC Engineering software 11. Floor Beam over stair Description 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 Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Tel: 253-284-3170 MicroLam: 3.5x11.25 3.500 in 11.250 in Manuf /So.Pine DL DL DL 1.000 Pin -Pin 32.500 pct Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 92.00 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance 1,600.0 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 lb Fb Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center © Left @ Right 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 7.704 ft 0.00 k -ft at 18.000 ft 0.00 k -ft 0.00 k -ft 16.00 1,205.72 psi fv 2,600.00 psi Fv 0.664 in 0.000 in 0.000 In 97.46 psi 285.00 psi Center Span 18.00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft LL LL LL Reactions... Left DL Right DL lbs lbs 0.000 ft 2,600.0 psi 285.0 psi 750.0 psi 1,900.0 ksi 40.00 #/ft #m #/ft 2.33 k 1.09 k Dead Load Total Load Left Cantilever... -0.443 in -0.562 in Deflection 8.568 ft 8.712 ft ...Length/Defl 488.1 384.29 •D.L.Defl )... Right Cantilever... Deflection ...Length/Deft Lu Lu Lu lbs lbs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Max 2.69k Max 1.45k Dead Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft 2536- 2a.ecw:Calculation 0.00 ft 0.00 ft 0.00 ft Beam Design OK 3.8 k 11.2 k @ Left 2.69 k @ Right 1.45 k Camber: @ Left 0.000 in @ Center 0.664 in @ Right 0.000 in Total Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft Description General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Deflections Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 @ Center @ Left @ Right 12. Floor over Garage DL DL DL 1.000 Pin -Pin 32.500 pcf Dead Load -0.244 in 11.000 ft 1,081.3 •D.L. Deft ) ... 0.366 in 0.000 in 0.000 in 132.00 #/ft #/ft #Ift Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi 22.00 ft ft ft LL LL LL 440.00 #/ft #/ft #/ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Span= 22.00ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable 0.797 : 1 35.8 k -ft 44.8 k -ft at 11.000ft at 0.000 ft Max. Positive Moment 35.76 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 44.84 fb 1,845.34 psi fv 101.49 psi Fb 2,313.99 psi Fv 240.00 psi Reactions... Left DL Right DL Maximum Shear' 1.5 Allowable Shear: Beam Design OK 8.6 k 20.3 k @ Left 6.50 k @ Right 6.50 k Camber: @ Left 0.000 in @ Center 0.366 in @ Right 0.000 in 1.66 k 1.66 k Max 6.50k Max 6.50 k Total Load Left Cantilever... -0.955 In Deflection 11.000 ft ...Length/Defl 276.38 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 Description 13 Floor beam at cantilever Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL MicroLam: 1.75x11.25 1.750 in 11.250 in GluLam 1.000 Pin -Pin 32.500 pcf Deflections Center Span... pead Load Deflection -0.004 in ...Location 7.005 ft ...Length/Deft 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 General Timber Beam 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 Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 292.54 psi Fb 2,600.00 psi 0.90 k -ft -0.41 k -ft -0.86 k -ft 0.00 k -ft 8.00 fv Fv 0.9 k -ft 8.0 k -ft at 6.019 ft at 0.000 ft 34.68 psi 285.00 psi Reactions... Left DL Right DL Maximum Shear' 1.5 Allowable Shear: © Left @ Right Camber: © Left © Center @ Right 0.56 k 0.08 k Max Max Beam Design OK 0.7 k 5.6 k 0.84k 0.36 k 0.008 in 0.006 in 0.000 in 1.34 k 0.36 k Total Load -0.047 in 5.708 ft 2,810.62 LL LL LL 52.00 #/ft 227.00 #/ft #/ft Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/De0 Dead Load -0.005 in 9,578.8 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Repetitive Member Total Load -0.021 in 2,261.5 0.000 in 0.0 General Timber Beam Description General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density Point Loads Dea Load 1,300.0 lbs Live Load Ibs ...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 1,687.04 psi Fb 2,400.00 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 © Center @ Left @ Right 14. Garage door beam 5.125x12 5.125 in 12.000 in GluLam Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 1.000 Pin -Pin 32.500pcf Ibs Ibs 0.000 ft Span= 16.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin 17.29 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 24.60 fv Fv Dead Load -0.268 In 8.000 it 716.9 • D.L. Deft J ... 0.402 in 0.000 In 0.000 in 84.00 #/ft #/ft #/ft 80.74 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 Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi Ibs Ibs 0.000 ft 0.703 : 1 17.3 k -ft 24.6 k -ft at 8.000 ft at 16.000 ft Total Load -0.597 in 8.000 ft 321.66 LL LL LL Reactions... Left DL Right DL Ibs Ibs 0.000 ft 16.00 ft ft 280.00 #/ft #/ft #/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 ft Lu Lu Lu lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft Beam Design OK 5.0 k 14.8 k 3.67 k 3.67 k 0.000 in 0.402 in 0.000 in 3.67 k 3.67 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 Ibs Ibs 0.000 ft Description 15. Hall beam Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32,500pcf Full Length Uniform Loads Center DL 180.00 Left Cantilever DL #/ft Right Cantilever DL #/ft Max @ Left Support Max @ Right Support Max. M allow fb Fb 378.58 psi 900.00 psi 0.00 k -ft 0.00 k -ft 3.74 Fv @ Left 0.000 in @ Right 0.000 in General Timber Beam General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined - 114070WWW4171447NRAUM*MEEEMEMINSIIMIIIMPORMIIIWWW0IIMIWRIMINISn .nmry e...;�^ a�.z- .a.oe�.r+ rnrvrv ��a,.m,u. Center Span Left Cantilever Right Cantilever 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 LL LL 4.00 ft ft ft Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.421 : 1 ' Maximum Moment 1.6 k -ft Maximum Shear • 1.5 1.5 k Allowable 3.7 k -ft Allowable 5.8 k Max. Positive Moment 1.57 k -ft at 2.000 ft Shear: @ Left 1:57 k Max. Negative Moment 0.00 k -ft at 4.000 ft @ Right 1.57 k Reactions... fv 44.94 psi Left DL Right DL 180.00 psi Camber @ Left 0.000in @ Center 0.004 in @ Right 0.000 in 0.37 k 0.37 k Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.57k Max 1.57k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.012 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 16,432.7 3,909.47 Right Cantilever... Camber ( using 1.5 • D.L. Deft ) ... Deflection @ Center 0.004 in ...Length/Defl 0.000 in 0.000 in 0.0 0.0 FOUNDATION / FRAMING PLAN CASCADE 102 South 26th St • Tacoma WA 98402 253.284.3170 • 253.284.3183 fax emai . cascade@ix.netcom.com rireiglco a n mminn ■ n ■�nni■n 111•1111••• nnnir... nnnnnnnnnn •••••••••n••••••n•nnn••n r11n+ rY IMI•••nnnn nnnnnnnnnn nr J *rn r fnn■n nnnnnnnnnnnn■ n■nansnn■nn■iuu n■nnnn... •••• _�. n nnnn�!�: o menm nH vi nnnnnnn■nnnnnnnnnnnn ■nnnn INFE IMMIE/ r auunuunn■•■•■vh nr r.. Mnnnnnnnnnnnnnnn •••••••••n••••••••••••...E. • n� �r �EI n u � un am • n_n_nnuuurn:�nu n •nn nn • nnnnnn■nnnuUuun nIu II_ • •••••••••••••••••••••••• r'4r 2 5 36/2 e� Location ri N1)11'1 0 Ni . 19 2 401 I '41/1 Sheet (� Technical Representative Job Name Job Number of Date Description 16 Crawl space girder w/ bearing above General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 • D. @ Center @ Left @ Right DL DL DL 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 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 General Timber Beam Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Fv Allow Fc Allow E Total Load -0.020 in 2.000 ft 2,398.45 LL LL. LL 180.0 psi 625.0 psi 1,600.0 ksi 920.00 #/ft #/ft #m 0.00 ft 0.00 ft 0.00 ft Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 617.08 psi Fb 900.00 psi Deflections 2.57 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.686 ; 1 2.6 k -ft 3.7 k -ft 73.25 psi 180.00 psi 2.000 ft 0.000 ft Reactions... Left DL Right DL Maximum Shear * 1.5 Allowable Shear. 2.4 k 5.8 k @ Left 2.57k @ Right 2.57k Camber: @ Left 0.000in @ Center 0.008n @ Right 0.000n 0.73 k 0.73 k Beam Design OK Max 2.57k Max 2.57k 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 Rev: 580000 maitixammrronenionseinarsixenrint Description 17. Crawl space girder w/out bearing above General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf Full Length Uniform Loads Center Left Cantilever Right Cantilever Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 457.98 psi Fb DL DL DL 3.500 in 9.250 in Sawn Deflections Center Span... Dead Load Deflection -0.008 in ...Location 3.000 ft ...Length /Defl 8,827.9 Camber ( using 1.5 * D.L. Defl ) ... _ @ Center 0.012 in @ Left 0.000 In @ Right 0.000 in 96.00 #/ft #/ft #/ft 0.509 1 1.9 k -ft 3.7 k -ft 1.90 k -ft at 3.000 ft 0.00 k -ft 0.000 ft at 0.00 k -ft 0.00 k -ft 3.74 iv 43.78 psi 900.00 psi Fv 180.00 psi 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 Fv Mow Fc Allow E Total Load -0.033 In 3.000 ft 2,154.43 LL LL LL Reactions... Left DL Right DL 6.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 320.00 #/ft #/ft #/ft Lu Lu Lu Maximum Shear * 1.5 Allowable Shear: Beam Design OK 0.00 ft 0.00 ft 0.00 ft 1.4 k 5.8 k @ Left 1.27 k @ Right 1.27k Camber: @ Left 0.000in @Center 0.012in @ Right 0.000in Max 1.27k 0.31 k Max 1.27 k 0.31 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...LengthfDefl 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 General Timber Beam I Description General Information Code Ref. 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Deflections Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Center Left Cantilever Right Cantilever Summary Center Span... Deflection ..location ...LengthiDefl Camber ( using 1.5 a Center a Left a Right 18. Crawl space joist typical I Max a Left Support Max a Right Support Max. M allow ib 360.39 psi Fb . 977.50 psi DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf 0.00 k -ft 0.00 k -ft 1.74 fv Fv Dead Load -0.017 in 4.250 ft 5,838.2 D.L. Deft) ... 0.026 in 0.000 in 0.000 in 16.00 #/ft #/ft Sift 26.93 psi 150.00 psi Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Full Length Uniform Loads r Total Load -0.065 in 4.250 ft 1,570.25 Reactions... Left DL Right DL 8.50 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 52.00 #/ft #/ft a/ft Span= 8.50ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.369 : 1 Maximum Moment 0.6 k -ft Maximum Shear * 1.5 0.4 k Allowable 1 . 7 k Allowable 2.1 k Max. Positive Moment 0.64 k -ft at 4.250 ft Shear. a Left 0.30 k Max. Negative Moment 0.00 k -ft at 0.000 ft a Right 0.30 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Camber. @Left 0.000 in aCenter 0.026 in Q Right 0.000in 0.08 k Max 0.30 0.08k Max 0.30k 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 otal Load 0.000 in 0.0 0.000 in 0.0 0 .447_ 18. Crawl space joist optional v � TJ- Beern®8.16 Serial Number. 70 91/2" TJI ®110,@ 16e' o/c User 2 7/142005 9:48:30 AM Phu,1 Engine Version: 1.18.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: PROJECT INFORMATION: Plan 2536/2 Copyright m 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beams are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro^ are trademarks of Trus Joist. 8' 6" 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 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 Defl (in) 0.038 0.202 Passed (U999 +) 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,TLL/240). - Deflection analysis is based on composite action with single layer of 19/32" Structurwood Edge (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Structurwood Edge (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating . include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.22 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. btran@cascaderd.com Casrrade 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: =0.3 KCE•E FCE C p SL P := C " 1 + FCE F " 2•C Slenderness Ratio (SL) C :_ F " = 700 psi FCE = 989 psi 2 / 1 + FCE FCE - PC F " 2•C , C F' = 557 psi SL := h C := 0.8 K := 0.3 KCE'E' FCE SL FCE = 989 psi SL Fc _ Cp F " Pc = 792 psi Kf From( := P A psi psf := — plf := psf ft 144 F := 700•psi CD := 1 CFb := 1 CM := 1 C1 := 1 Cy := 1 CFc := 1 E':= 1300000 -psi F"c Fc'CD•CFc 6x6 Wood Post Properties Kf := 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5-in t := 5.5•in A: =t•h A= 30.3in 3 11 1= 76.3 in 12 S := 1 - S = 27.7 in h Cp = 0.8 ' Amax = 16841 lb (Maximum post Capacity) Maximum Load For 3 - 2x6 HF #2 Built up Wood Post psf := psi 144 plf := psf-ft lb := plf -ft H := 9.1 ft F := 1300•psi CD := 1 CFb := 1 CM 1 C1 := 1 CL := 1 CF := 1.1 E' := 1300000 -psi F" F •C C P 1430 psi 3 -2x6 Built Up Post Properties Pi c D' Fc c P Kf = 1.0 ( = 0.8 for unbraced nailed Axial Load Capacity built up posts - 0.75 for bolted) h := 5.5-in t := 3.(1.5). in A= 24.8 in A := t.h 3 1 • t h 1= 62.4in 12 i N2 1 + FCE 1 + FCE FCE S := 1 - S = 22.7 in Pc F " F' h Kf C = 0.55 2-C \ 2•C � C p lb plf •ft H:= 9.1 -ft Amax := F'c'A Amax = 19612 lb (Maximum post Capacity) C,pseacre 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 2 -2x6 HF #2 Built up Wood Post F := 1300 -psi CD := 1 CFb := 1 CM I C 1 CL := 1 CF = 1.1 E':= 1300000•psi F" F •C C F" 143 psi 2-2x6 Built Up Post Properties r= c D' Fc c = P Axial Load Capacity Slenderness Ratio (SL) SL :_ h FCE C P • K SL F 1300•psi E' 1300000•psi F"a Fa CD•CFc FCE SL C 2-C F' C C := 0.8 KCE := 0.3 2 1 + FCE 1 + FCE F CE F " c F " c F " 2-C \ 2C C – F' := CP F " F' = 792 psi Pmax := F'C A Pmax = 13074 lb (Maximum post Capacity) Maximum Load For 4x4 HF #2 CD =1 FCE = 989 psi F " = 1495 psi Axial Load Capacity Slenderness Ratio (SL) SL C := 0.8 Ku := 0.3 FCE = 401 psi CFb := L5 CM := 1 FCE FCE FCE 1 +— I + — 2 F " F F " F' = 375 psi Kf Kf := 1.0 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5-in t := (2)-1.5-in A := t-h A = 16.5 in 3 1 . 1- h 1= 41.6 in 4 12 S:= 1 - S= 15.1in h psi psf := 144 plf := psf •ft 1b:= plf -ft H:= 9.I ft C1:= I CL 1 CF 1.15 Ci:= 0.85 4x4 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 2-C C Kf Cp = 0.25 psi psf := — plf := psf-fl 144 C p 0.55 A: =t•h A= 12.3in 3 1 . th 1= 12.5in4 12 S:= 1 -2 S= 7.Iin h Pmax:= Fe P 4599 (Maximum post Capacity) lb:= pif•ft H:= 9.1-ft C�le 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 3 -2x4 HF #2 Built up Wood Post F := 1300-psi CD 1 E' = 1300000-psi F "c := Fc'CD•CFc Axial Load Capacity Slenderness Ratio (SL) SL := h KCE'E FCE SL Cp:= 1+ 2 -C Fc := Cp•F C:= 0.8 KCE := 0.3 FCE / 1 + F " F " F = 1300-psi CD := 1 E':= 1300000-psi F "c := Fc'CD'CFc Axial Load Capacity Slenderness Ratio (SL) H SL= h FCE KCE•E SL 1+ 2- C F' := CP F " F " = 1430 psi C := OS K := 0.3 2 FCE FCE F OE F " F " F " 2-C CFb := 1 CM := l C1 I CL = 1 CF 1.1 F = 401 psi F CE 2 FOE F" C 2 -C j C CFb := 1 F " = 1430 psi FCE = 401 psi Kf F = 374 psi P max := F' A Maximum Load For 2 -2x4 HF #2 Built up Wood Post Kf = 374 psi P max : =Pea 3 - 2x4 Built Up Post Properties Kf:= 1.0 h := 3.5-in t:= 3.1.5•in A:= t•h t•h 1. 12 S:= L h C = 0.26 P max = 5893 lb (Maximum post Capacity) psi psf := — plf := psf-ft 144 CM := 1 C1:= 1 CL = 1 CF 1.1 2-2x4 Built Up Post Properties Kf 1.0 h := 3.5-in psi psf := 144 t:= (2)•1.5•in h Cp = 0.26 (K1= 0.6 for unbraced nailed built up posts - 0.75 for bolted) A= 151 in 1= 16.1 in 4 A= 10.5in A = t•h 3 1. th 1= 10.7in4 12 S:= 1 -2 S= 6.lin plf := psf•ft lb := plf -ft H := 9.1-ft (K1= 0.6 for unbraced nailed built up posts - 0.75 for bolted) P max = 3928 lb (Maximum post Capacity) 1b:= plf -ft H:= 9.1-ft Casadde 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 C F := 460•psi CD = I CFb := I CM := I C1 := 1 CL := I CF := 1 P := 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 C:= 0.8 Kcp:= 0.3 KCEE SL FCE C • F := C F " FCE KCE•E SL F'e = Cp F "c FCE = 795 psi FCE / 1 + FCE \ 2 FCE F " F " . F " 2-C .J \ 2-C i C F' = 387 psi psi psf := 144 F = 1040•psi CD := 1 CFb := 1 CM := 1 C := 1 CL := 1 CF := E':= 1235000•psi 4x4 Treated Wood Post Properties Maximum Load For 4x4 HF #2 Treated Foundation Post F"c Fe CD•CFc F "c = 1040 psi Kf := 1.0 (Kr= 0.6 for unbraced nailed - Axial Load Capacity built up posts - 0.75 for bolted) Slenderness Ratio (SL) h := 3.5 in t := 3.5-in SL := C := 0.8 KCE := 0.3 A: =ch A =12.3 in FCE= 1970 Psi 2 l 1 + FCE 1 + F F cE F " F " F " 2-C 2 -C , C Pmax F Kf Kf F' 892 psi Pma = Fa. A Kf = 1.0 h := 5.5•in t := 5.5•in A := t -h th 3 1= 12 h C = 0.84 psi psf := 144 Plf := psf -ft lb := plf•ft H:= 9.1-ft (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 30.3 in 1= 76.3 in 4 S := 1 - S = 27.7 in Pmax = 11700 (Maximum post Capacity) 3 t-h 1. 1= 12.5 in 12 S := I -2 S = 7.1 in h C = 0.86 max = 10930 lb (Maximum post Capacity) plf := psf -ft lb = plf -ft H := 4-ft 1y25/266 11:12 286361152 CONCRE - 4,(-MCNT rER APN 9008200765 c ANI TANY SEWER E RROR 3w ltd E lt T JAKENI 11PUG 1N Ui IH ROE•ER.!? T THE tN1 YH N T1 11 } NE RI.ON. 17 51 ' W ;FIOWN N gay SEE 1401E 3 LEGEND Ia WATER METER ` • armour SANITARY SEWER t /J gyp STORM DRAIN YRODF) • CATCH BASIN HOUSE 1 -48'L X 27.31N RECEIVED HOUSE 2- 481X272W o in CITY OF TUKWILA i 1 2. TOTAL IM SAREA LOTS 1 &2 own- 4,98Q . 3. PROVIDE SWALE AND YARA.f ASIN8 o at ALONG WEST SIDE OF HOUSE¢ AND I CONNECT TO ROOF dMIN UNE. 1 c sc sTE e RETAININ011XL. ‘. I1UR3.4N IRAG7S , Haoaous Engineering, P.S. 13425.45th Court W MuMIteo, WA 98275 426.745.6114 fax 425.746.5872 phone 3 roberl®heozous.oam FEB 2 4 2G -� moo;, PERMtFCEN NOT TElS a , N. 1. BACKGROUND AND BXISSa TOPOGRAPHY IS BY WITS & HILL 0 ENGINEERS, INC. (JOB NO. 110501 EXCEPT SANITARY SEWER, STORM, AND WATER UFO. ADDED BY HAOZOUS g ENGINEERING, P.B. AND LOT UNF iWWEEN LOTS 1 & 2 HAS BEEN MOVED', 0 AND DIMENSIONS AND AREAS , o ADJUSTED. r •. „' • ', I', I ' ■ 1 1 SOLRECAPITAL i ss so i ne 7 PAGE 04/04 S0 —r � 1 14 WS ( 2 4 ' _.- --15' Pt) AFN 2` (MODIF 2000 I \ —25' EASt UTILI UEE THE SOt w EASEMEP (SEE NO OF SIDEI WAFER LA (VARIES IA PER AFN . 2' WIDE' PAGE 2 'r S TO STUB 'Cdu" GLEN PLAT SDEWALX 4 . SECURE CAPITAL SHORT PLAT PRELIMINARY GRADING & UTILITIES LAYOUT ear I/841os ❑ Environmental Services EARTH CONSULTING INCORPORATED January 30, 2007 Mr. Parrish Ostendorf Majestic Builders 1201 Monster Road Southwest, Suite 330 Renton, Washington 98055 FINAL LETTER GEOTECHNICAL MONITORING SERVICES MAJESTIC BUILDERS TUKWILA SHORT PLAT 3800 SOUTH 132ND PLACE SEATTLE, WASHINGTON Project No. E- 10803 -2 Dear Mr. Ostendorf: ❑ Geotechnical Engineering O Construction Materials Testing ❑ Special inspections 1805 136'h Place Northeast #201 • Bellevue, WA 98005 • (425) 643 -3780 • Fax (425) 746-0860 eci @eci- mti.com • www.eci- mti.com tD0(0`004/ RECEIVED JAN 31 2007 TUKWILA ' PUBLIC WORKS At your request, Earth Consulting Incorporated (ECI) provided geotechnical construction monitoring services at the subject site. Our services for the construction phase of this project included providing on -site observations on a part -time basis from August 22, 2006, through January 30 2007. ECI representatives visited the site to observe the foundation footing excavation and the condition of the temporary cut slopes. The footing subgrade was probed with a 1/2 -inch- diameter steel probe. Dense and stable soil conditions were observed and considered suitable for the allowable soil bearing capacity. The temporary cut slopes were observed to be in a dense and stable condition during our site visas. An ECI representative observed the keyway subgrade prior to construction of a 4- foot -high keystone wall at the southwest corner of the site. A 1/2- inch - diameter steel probe was used to verify soil conditions. Probing indicated dense and stable conditions, considered suitable for support of the wall. ECI also observed the area above the proposed wall and noted that enough room exists to retain a 2H:1V (Horizontal:Vertical) slope, as required. On January 30, 2007, an ECI representative observed the completed wall. Based on our observations, it appears that the wall was constructed adequately and in accordance with our recommendations. FINAL LETTER January 30, 2007 ECI observed the final landscaping and erosion control measures in -place and functional on January 30, 2007. Based on our observations, all earthwork construction was conducted in accordance with our recommendations. We trust this letter meets your needs. If you have any questions, please call. Respectfully submitted, EARTH CONSULTING INCORPORATED Chul P. Gugich Geotechnical Field Manager AUPAES a2-09 -oq ,/0b Kristina M. Weller, PE Principal CPGIKMw /skp E- 10803 -2 EARTH CONSULTING INCORPORATED Page 2 July 14, 2006 John Tamburelli Majestic Homes 1201 Monster Rd SW, Ste 320 Renton, WA 98055 RE: CORRECTION LETTER #2 Development Permit Application Number 006 -064 Majestic Homes — 3800 S 132 Pi, Lot 2 Dear Mr. Tamburelli: City of Tukwila Steven M. Mullet, Mayor 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. Sincerely, Jennifer Marshall Permit Technician encl File No. D06 -064 P:UennifenCortecdon Lettens2006\D06-064 Correction Ltr #2.DOC jem 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 -064, Mziestic Homes, Lot 2, Greer Short Plat (L03 -073) ADDRESS: 3800 S. 132 Place 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 206431 -3661. 1. The required front set back of 20 feet is not met. The site plan shows 18 feet, now that the second floor overhang is reflected on the site plan. The only extensions permitted into the setbacks is 18- inches of roof overhang. Please be aware the required rear setback is 10 feet, so the house cannot be shifted back 2 feet to meet the front setback. Please note that the building height appears to be at 30 feet — with a sloped site, please make sure the grading occurs as shown on the plans so the maximum building height of 30 feet is not exceeded. DATE: July 14, 2006 PROJECT: Majestic Homes a.k.a. Greer Short Plat 3800 S 132 P1 (Lot 2) PERMIT NOS: D06 -064 / L03 -073 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS 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. June 8, 2006 John Tamburelli Majestic Homes 1201 Monster Rd SW, Ste 320 Renton, WA 98055 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D06 -064 Majestic Homes — 3800 S 132 Pt, Lot 2 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 Lamb, 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 mall or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. encl File No. D06-064 P:Venni2t.Conection Ledets\2006\D06o64 Conec lion La #I.DOC jem 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 -064, Majestic Homes 3800 S 132 Place 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 reflect the proposed development. There is a 2 foot dormer that extends out into the front setback. The house must be moved back so that only 18- inches of eaves extend into the setback. The plans show a deck off the master bedroom — this is also not shown on the site plan. The deck must also be located outside the rear yard setback of 10 -feet. 2. When the short plat was approved for the 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 PERMIT NOS: D06 -064 / L03 -073 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PROJECT: Majestic Homes a.k.a. Greer Short Plat 3800 S. 132o Place (Lot 2) 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 2. 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 2 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. Provide Engineer's Estimate (or) complete PW Permit Fee Estimate, Bulletin A2 – see enclosed. (Include cost for erosion prevention, water, sanitary sewer, storm drainage, grading, and driveway access.) 4. Verify if driveway location is shown accurately. Revise plan sheet, if applicable. See enclosed plan sheet marked with Orange marker. 5. Verify location and height of proposed Concrete Retaining Wall at West side of proposed driveway. See enclosed plan sheet marked with Orange marker. 6. Show storm drainage and connection to existing CB within 38"' Ave. South. 7. 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'. 8. Attachments are provided, as applicable, to facilitate plan or permit approval. FAX Earth Consultants, Inc REGARDING: Proposed Short Plat Number of pages, including cover sheet 3 % BUREAU `JEHITAS . Job #:E -10803 Damo:April 5, 2006 FROM Name: Scott D. Dinkelman, LEG EmaO: scoff .dinkelmanlus.bureauveritas.com TO Name Mr. Gary Greer Company. Secure Capital Investment, LLC Far (106) 361 - 1626 Release and Rely Letter RECTIVED M' OF TUKWILA APR 0 7 2006 PERANT CENTER mmd cc: Mr. John 425 - 226.9227 Earth Coltaukants, Inc. A Hann Vats Ceta/rataj' 1805 136th Place, NEL, Slice 201 Belkwc, WA 911005 C00 /L00 9 - 12 v irtaK Original copy to be mailed? Yes ® No ❑ This FAX is intended solely toe dm use of the Waldo] to whom it a 'Admired sal nay contain infomssion that is privileged, confidential, or otherwise exempt from disclosure under applicable Innn tf the receiver of this FAX is not the intended recipient or the employee or agent a sponsible for delivering the message to the intended eedpicni you me hereby notified test t% dernbution, or copying of this omtmwniadon is steady proln'bised, Tel! (425) 6433780 Fax: (425) 746-1860 Toll Free: (888) 739 -6670 CM INCOMPLETE Do 49-o ff 098094L9Z4 Mtld 04 :LL 9003/40/40 i 03/26/2006 13:20 2063611526 April 5, 2006 Earth Consultants, Inc. Goer/rid Sen o Drpvwwr 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 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: "awn bas fi 'This letter serves as authorization to allow Mr. John Davis 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. Dawsis afforded the same right and privileges as our client. Ta •abiatti Mr. Davhis 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 FNOposal. Acceptance of this letter will signify agreement of the above- mentioned conditions. Earth Consultants, Inc. A 3w to Mira. On410'7 1809 I5ddh Plus N.E $uhe 901 Bettewe, WA 98005 SECURECAPITAL Mein, (4251843.3780 Pm; 1423)748 -0660 PAGE 02/05 03/25/2006 13:20 206361152E SECURECAPITAL Secure Capital Investment 02, LW E -10803 April 5, 2006 We trust this information meets your needs. If you have any questions, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Scott Dinkelman, LEG Principal SDDimmd cc: Davis Group Attention: Mr. John Devise ¶,wAp,,,,rwA: Earth Consultants, Inc. Page 2 A Bxrsw Vaiaxr der PAGE 03/05 03/26/2006 13:20 2063611526 FAX Earth Consultants, Inc REGARDING; Stamp Expiration Job #:E -10803 DatcApril 6, 2006 FROM Nttmc: Scott D. Dinkelman, LEG Emau: scotitlinkalmanCus .bureauveritas.com Number ofyages, including aver s 2 Communication Record cc CC Orignel copy to be mailed? Yes 0 No T his FAX I intaadal moldy dsr ahe ose add hadivid co whaalti oddtenad and any oatasin lobrandon daaU amdenmal, or odiawes ounast Eau datlonutatndc.pp&shlekw, IFdo noon" ofdus FAX basdteadeeded recipient or d gait oomphyosea eapoosbkfix Wombs daa WSW inda Intended =Van, Earth Consultants, Inc. A chess KM= Cary Iss1 16da Flab& N.B., Suitt 161 ldhwe. WA 48005 Tek (425) 6413710 Psi (CS) 746A8a0 Thi Mar QI88 7394670 B LIP EAU Vt p ITAS SECU ECAPITAL TO Name Mr. Gary Greer Coop.oy: Secure Capital nee (206) 361 FAXED APR 05 in PAGE 04/05 mmd Phone In IE1 Mooting ❑ PAX f7 E-Mail ❑ Phone Out ❑ Route 1b Mail & Job No. 5.10803 Current Prefect ❑ Pest Project (g3 Administrative [] Marketing ❑ File Date/Time 4/4/08 File Name(Owner) Gary Greer by Soon Dinkelmen Person: 6 Greer Firm: I Secure Capital Phone No.: 208.361 -1526 Fax No.e 208.861 -8023 Subject I Stamp Ctplration 03/26/2006 13:20 2063611526 Communication Record SECURECAPITAL PAGE 05/05 Earth Consultants Inc. A Bureau Verifos Company 1805 - 138" Placa Narthenn, Suter 201 9alevue, Washington 98006 Phone: 1435) 843- 3780 / Fax; )4291 748.0860 Toll Free 1.888. 739 -8670 Remarks: The purpose of this communication record Is to discuss the expiration date on our geotechnical engineering study E- 10803, dated October 15, 2003. The professional engineer's stamp on the geotechnioel engineering study is dated to expire on July 7, 2004. The study was signed and dated by the engineer on October 16, 2003. The dry 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 renewal date for this pan.loular engineer's license, Provided the renewal date post dates the signature date, the stamp Is valid. We That Pis information meets your current needs. Respectfully submitted. Earth Consultente, Inc. Soott Dlnkelman, LE Principal Distributiortr ® 1. Secure Capital 8 3, Attachments: FAX 208.381 -8023 FAX FAX / March 2, 2006 John Tantburelli 1201 Monster Rd SW, Ste 320 Renton, WA 98055 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -064 Majestic Homes — 38XX S 132 PI 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: Plannine Department: Brandon Miles, at 206.431 -3684, it 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. Enclosures File: Permit D06 -064 P:VenniferIncomplete Letters \2006\D06 -064 Incomplete Ltr #1.DOC ■. City of l ukvvila 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 DATE: CONTACT: RE: ADDRESS: ZONING: February 27, 2006 John Tamburelli D06 -064 38xx S. 132 PL S 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. 12/25/2005 11:12 206361152r SECURECAPITAL PAGE 01/04 % To: Dear Luke: 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 Froth: 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 I pages plus enclosures (4 total pages) Date: 1/3/06 The side sewer connection to Val Vue Sewer District's sewer system was recently completed and signed off by Val Vue (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 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 was submitted to the City of Tukwila for their final review hest week. It will be recorded at time of recording the short plat. Please call me with any . +one RECEIVED 1ED Sincerely, FEB 2 4 2006 Gary B. Greer /5 PERMIT CEN TEn Encl Val Vue Permit #6075 (final signoff 11/17/05) for side sewer connection City of Tukwila Permit #PW05-092 (final signoff 12/20/05) for storm catch basin Secure Capital Short Plat - Preliminary Grading and Utilities Layout dated 1/24/05 t2flrWL1 MEMO To Gary deer Date: 10 /1 1/05 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 CENTEn pFXr O(i4 ACTIVITY NUMBER: D06 -064 DATE: 07 -14 -06 PROJECT NAME: MAJESTIC HOMES, LOT 2 SITE ADDRESS: 3800 S 132 PL Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Pup il Works, HYU1 �(t(IG Complete E Incomplete Comments: TUES/THURS ROUT NG: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 34802 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Structural Review Required Approved with Conditions it Diwo ❑ Planing Division ❑ Permit Coordinator ❑ DUE DATE: 07-18-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 08-1506 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Building Division PubIi Work PM il Ai Complete El Comments: PERMIT COORD COPY ' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -064 DATE: 06 -22 -06 PROJECT NAME: MAJESTIC HOMES SITE ADDRESS: 3800 S 132 PL Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued of Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 1M Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 DATE: DATE: of_ . � 1-t 1-a �0 Planning ig Division Permit Coordinator DUE DATE: 06-27 -06 Not Applicable ❑ No further Review Required Approved with Conditions ❑ Not Approved (att ach comments) 07-25 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping PW '' Staff Initials. ACTIVITY NUMBER: D06 -064 DATE: 04 -07 -06 PROJECT NAME: MAJESTIC HOMES SITE ADDRESS: 13225 38 AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Issued DEPARTMENTS: 0 GF1(14' hiring Division P lic Works L,31 b Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS RO TING: Please Route u Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documenls4ouling slip.doc 2 -28-02 isdPERMIT COORD COPY , PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete ❑ &u d Planning Division ❑ Permit Coordinator DUE DATE: 04-11-06 DATE: DATE: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DUE DATE: 05-09-06 Approved ❑ Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: Permit Center Use Only tile CORRECTION LETTER MAILED: t e� fle IV _ Departments issued corrections: Bldg ❑ Fire ❑ Ping PW21 Staff Initials:ir yr PERMIT COORD COPY �- PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -064 DATE: 02 -24 -06 PROJECT NAME: MAJESTIC HOMES SITE ADDRESS: 38XX S 132 PL, LOT 2 X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete ❑ Comments: Documents/routing slip.doc 2 -28-02 tgl DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: SCI A Fire Prevention Structural Incomplete DATE: DATE: QIMe4 reCID PI n� ning Division ❑ Permit Coordinator ❑ DUE DATE: 02 -28-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 1731 (J'L/ri ( LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping X PW ❑ Staff Initials: No further Review Required DUE DATE: 03-28-06 Approved ❑ Approved with Conditions Not Approved (attach comments)❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION. SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7 / /v/t Plan Check/Permit Number: D06-064 ❑ Response to Incomplete Letter # ® Response to Correction Letter # et- ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Majestic Homes Project Address: 3800S132 P1 Contact Person: 3 )' Phone NumbetaZ) 920'1220 Summary of Revision: a Ct py oft &Anhu 0 , arm a1t-& 0 Cop y d Pua/ /c t Ca�rnx#'tS Cop /es OP Aegi ed se/ - c Ant Cbp es og .-ire f R4 eery oi See-We/yin /Y 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 Mg Rita, City of Tukwila \applications\ forms-applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http:/lwww.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director C:ITYFTV RECEIVED JUL 1 4 2006 PERMIT CENTER • Date: 1/4/224 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D06 -064 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Majestic Homes Project Address: 3800 S 132 P1 Contact Person: LZ mvwj/ ,fry- i 7/-flcgC/J Phone Number: ( es 3) 7 /5 7/76 Summary of Revision: /eE / / /SJ.v Si€€ / /S RECENED CITY OFTUKWLA JUN 7 2 7006 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: {9VLl� p ] Entered in Permits Plus on 'A -22- D (' pp icanons orms- applications on line vision su mitta Created: 8 -13 -2004 Revised: City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7 t0 /0& ® 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: 38xx S 132 P1, Lot 2 Contact Person: John Tamburelli Phone Number026) 720 Summary of Revision: L � t /1 /� / 7 Co es 0T Ee/etSG /eJ( � Jeoni £etE3 - l1 l mnSv! Are Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: IR Entered in Permits Plus on 4 —1.-acv tapplicationslforms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: /fwww.cttukwila.wa.us hAd Plan Check/Permit Number: D06-064 Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED R Q 7 2 006 PERMIT CENTER y HOUSE ADDRESS t a j '+I , Y 34 m" lilt 5e �L Nola $wey,nngrp OWNER 12/25/2005 11:12 2063611526 oufsoe INSIDE REPAIRS SIDE a� SEWER P DEPOSI . 1 �,._1L.r. ' � � VAL SL•.ERDIS DISTRICT 01, T I / /�I^ ' C�rd, t4t t7rti • ,4L , 0 IASalRasdS- Sege,WatilSton Permit has been granted A proved 113+ �� •• .L.L r olit'. S Inspector's Report _ Ot. 12 N2.1 s -t ` Ot SECLRECAPITAL OWFlnr A LIQTr'Qlr avirnoNn t,NY c.r.: f .._ d ACLI 5 1' IVE'H i)ISTHI( "1` . • / o, WATER W' Root, Downspouts, Building Footing Drains, e a f Ground Water Drains, etc., are not allowed to be hooked Into the sewer unch r this permit ALL PLUMBING OUTLETS WILL RE CONNECTED TO TILE SEWER. PERMrr 6075 EASEMENT No. RECEIPT No. 34 DATE indatqlciT CONTRACTOR Ccof.t. C . BASFJIENrt: YES NO LOT No. ELK No, Expiration Date /v,7 J oy, RECEIVED CITY OF TUKWILA FEB 2 4 2006 Inspector "CAUTION" NO BUILDING OK Resolution as amended and which are by this reierehce incorporated herein as though set forth ht Putt • DEWATER nlTC,lr a nausECTUyi • annum nrantt enem ilimentimiewris PAGE 02/04 • TEST SIDE SEWER URE fE AND CWILINO INSPECTION • CALL FOR INSPECTION At 242-3236 SEPTIC TANK The King w County Health Department Unibrm Plumbing Code requires septic tanksto be completely pumped and filled with earth, sand, gravel, concrete or other approved material. The Contractor shall cornply with the Wa hington Industrial Safety and Health Act, (RAW 49.17) and Safety and Health Standards such as SefGty Standards for Construction Work (Chapter 296 -155 WAC),'Deneral Safety and Health.Standa ids (Chapter 296.24 WAC), Garters) Occupational Health .... _. . ._. _..a__............., f aa.,4nta anA hook*, rnAoe CIT O F TUKWILA FEB 2 4 2006 PERMIT CENTEN I Jj NIiV "� I Ifl 1 I��IF ry P Bite address (attach map sndjegal dasalptlon showing hydrant location and size of maim: 3400 132^4 * Pii• 5. 6ealt WA gg i6P triVir4 . l :-FiV 44111 1 rpf . s rnskifi Ratchet 14* Oro. S one: 1-125.22S-SR3-1 This certificate is for the purposes of Residential Building Pennil ❑ Preliminary Plel ❑ Commercial/Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant td the dosest point of structure is ft Area is served by (Water Utility District): Wa ter- 01' t4tt (Z.S 4 Owner /Agent Signature 4i16 ;1i L,'?,'T , n, 1. The proposed. project is within —1-47 - 1 %-s-1.1%.\- et. VGA I-A-y 2. 10 improvements required. t 3. 4. Based upon the Improvementa fisted above, water can be pr a and wil be available at the site with a flow of I 6-5 gpr at 20 pat residual fora duration of 2 hours at a velocity of fps as documented by the attached calcul &ions. 9. CITY OF TUMWIL4 Community Drwlopment Department Permit Center 6300 Southcenter Blvd., Suite f00 Tukwila, WA 98188 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: AiI 1Uas separate sheet if mom room is needed) Wat av lability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the Improvements In Item B - are met. ❑ System Is not capable of providing service to thls project. I hereby certify that the above Information Is true and correct. CO ,1..O c; «- Agency,12 one 206- 0 CERTIFICATE OF WATER AVAILABILITY Required only N outside Ctty of Tukwila water district }� PERMIT NO.: ?O(t 0(0''I .Q(t*r %2-5 ❑ Shen Subdivision ❑ Other 0 Date *Duo -wag By This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of water Availability. Permit Center /Buil mom f367B Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 (City /County) Division: D h L' Z - CS ( r r�x �Z_zz -0 Applicant's Signature District Representative 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-ry4 ( 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 necessary 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. Date Di /p ;106 Date t(Z'/ Part A: (To Be Completed by Applicant) Purpose of Certificate: ® Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ® Residential Single Family ❑ Residential Multi-Family ❑ Commercial ❑ Other Applicants Na me: DG ✓;, con.,, v l fi a, i 71, c CL,.■kt) Phone: q. r - 22t —g 9y9 x 213 Property Address or Approximate Location: Tax Lot Number. 3800) S,. 132 " s{ 731o6o 0y3o Legal Description(Attach Map and Legal Description if necessary): Part B: (To Be Completed by Sewer Agency) 1. 5 a. Sewer Service will be provided by Side sewer connection only to an existing 6 ' size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment 3. ® a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ / 00 °= a. District Connection Charges due prior to connection: 0.107• GFC: $ S300 I SFC: $ /9O0/lef UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $ 4250 .70 /residential equivalent, will be billed directly by fang County after connection to the sewer system. (Subject to change by Kin Co/Metro without notice.) RECEIVED CITY OF TUKWILA b. Easements: ® Required ❑ May be Required FEB 2 4 2006 c. Other. PERMIT CENTErr INC TOWARD A: BE A ENVIRONMENT ". 14816 M' rry Road South P.O. Bo550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY JR Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability 1 hereb • - rtify that the above sewer agency information is true. This certification shall be valid for one year from atate of signaturi By C it Title y) 7/66 Date ATTACHMENT TO VAL VUE SEWER DISTRICT • CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The `following. terms .:anc},:conditions apply to the attached Val Vue Sewer District ("Dania') Certificate of Sewer Availabiiity/ Non =Availability ( "Certificate ) 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, ling County Department of Public Health, City of Seattle, city of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, andno third person or party 'shall have any fights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Buden, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permit& approvals and. authorizations::.In.. addition, the governmental' agency may establish requirements that muit be satisfied as a condition of granting any such permits, approvaLs or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and I7}sshict laws, ordinances, policies, and/or regulations in effect at the time of such application. r, . Iaclaeowledge that 1 have received the Certificate of Sewer Availability/Non Availabilhy and this Attachment, and fully understand the terns and conditions herein. 4 " g 119 Applican s Signature Date Sons V • se Pa eir:417.7. uawnF -tVa�2 r. tern anu mom y, � ww ..ms+l.a . alKrlb L "4.Y. "X'... ,... exn o. rw. W 044101 .a IS rientri;;;1201r W .mA.n al O lt Aare • «°±a" ,.............. , 'ttoi 1 F. ""Stenl•• r i �iy. i1� I 1 -r. 1 r tr .. `i ^ • / 'Y f � ...�.r...... y � ?,;. ...1 0 „,r.A i ; ■ IMO PLACE I, ..na N2sr lHrl t4A P0. MA b ra s.. am r.lx.. wurwm aw. r 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 1 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 .1 VICE PRESIDENT 07/05/2005 Look Up a Contractor, Electric or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Until Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date https: // fortress. 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