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HomeMy WebLinkAboutPermit D06-363 - Tully Homes - Lot 4TULLYHOMES 16034 51 AV S D06 -363 Parcel No.: 5379200068 Address: 16034 51 AV S TUKW Suite No: Tenant: Name: TULLY HOMES - LOT 4 Address: 16034 51 AV S , TUKWILA WA City of Tukwila Owner: Name: TULLY HOMES INC Address: 13217 4 AV SW , BURIEN WA 98146 Phone: 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 Contact Person: Name: DAVID TULLY Address: 13217 4 AV SW , SEATTLE WA 98146 -3338 Phone: 206 244 -3282 Contractor: Name: TULLY HOMES INC Address: 13217 4TH AVE SW , SEATTLE WA 98146 -3338 Phone: (206)244 -3282 Contractor License No: TULLYHI965I S DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D06 -363 Issue Date: 11/15/2006 Permit Expires On: 05/14/2007 Expiration Date: 05/10/2008 Steven M. Mullet, Mayor Steve Lancaster, Director DESCRIPTION OF WORK: CONSTRUCTION OF 3360 SF SFR WITH 582 SF ATTACHED GARAGE. ROW AND ON -SITE IMPROVEMENTS SHOWN ON SITE PLAN ARE BEING INSTALLED UNDER PERMIT PW05 -120. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND UNDERGROUNDING OF POWER. HIGHLINE WATER DIST. & VAL -VUE SEWER Value of Construction: $327,659.70 Fees Collected: $6,071.54 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 doc: IBC /06 D06 -363 Printed: 11 -15 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: Print Name: 2!?ll TNivP 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: htto: / /www.ci.tukwila.wa.us Permit Number: D06 -363 Issue Date: 11/15/2006 Permit Expires On: 05/14/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start lime: End Time: Land Altering: T Volumes: Cut 10 c.y. Fill 10 c.y. Landscape Irrigation: N Moving Oversize Load: N Start 'rime: 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 Date: Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read and e Zt'1- • ' : permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied , er 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 construction or the performance of work. I am authorized to sign and obtain this development permit. 7 Signature: Date / / / /L7 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10 /06 DO6.363 Printed: 11 -15 -2006 Parcel No.: 5379200068 Address: Suite No: Tenant: doc: Cond - 10/06 16034 51 AV S TUICW TULLY HOMES - LOT 4 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -363 ISSUED 09/28/2006 11/15/2006 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: Trues 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 -feed 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 leas than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 006 -363 Printed: 11 -15 -2006 18: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (208/248 - 8830). 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 * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: httn: / /www.cttukwila.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: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 608.1) 22: 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 (12.7nun). (IFC 605.1) 23: Adequate ground ladder access to rescue windows shall be provided. 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 611. if you have any questions, please call Tukwila Fire Prevention Bureau at (208)5754407. 28: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 27: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 28: Any material spilled onto any street shall be cleaned up immediately. 29: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of FM. 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. 30: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. * *continued on next page ** doc: Cond -10/06 006 -363 Printed: 11 -15 -2006 Print Name: ' »L20 7 c- Y doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: httn: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Lta-✓ t / ` Date: fin deb eb D06 - 363 Printed: 11 -15 -2006 Name: David TuIN CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Site Address: 160XX 51st Ave S Tukwila 98188 (LOT # 4) Tenant Name: None Property Owners Name: Tully Homes, Inc. Mailing Address: 13217 Fourth Avenue SW Mailing Address: 13217 4th Ave SW E -Mail Address: daventullyhomes.com Company Name: Tully Homes, Inc. Mailing Address: 13217 4th Ave SW Contact Person: David Tully E-Mail Address: dave(rDtullyhomes.com Company Name: Designs Unlimited Mailing Address: 19613 81st Ave S Suite F Contact Person: Vem Rockwell E - Mail Address: Company Name: Charles Williams Mailing Address: 22421 NE 20th St Contact Person: Chuck Williams E -Mail Address: 9.1'pamiS plus%x ehaveMba,ait application (7 -2004) Revised 6805 bb Page 1 Building Permit No. 17I AI' ' �✓(Q� Mechanical Penult No. Public Works Permit No. Project No. 1 or ce use a Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print'* SITE LOCATION King Co Assessor's Tax No.: 537920 -0065 Suite Number: Floor: New Tenant: ❑ Yes ❑..No Seattle cit WA State Zip CONTACT PERSON Day Telephone: (206) 244 -3282 Seattle WA 98146 -3338 City Sure Zip Fax Number: (206) 244-3282 GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Seattle WA 98146 -3338 City Stare Zip Day Telephone: (206) 244 -3282 Fax Number: (206) 244 -3282 Contractor Registration Number: TULLYHI965KS Expiration Date: 05/10/2008 "An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD -All plans must be wet damped by Architect of Record Kent WA City State Day Telephone: (253) 872 -2580 Fax Number (253) 872 -3649 Zip ENGINEER OF RECORD — A8 plans mast be wet stamped by Engineer of Record 1 Sammamish WA City Slate Day Telephone: (425) 836 -2833 Fax Number: (360) 871 -5633 Zip BUILDING PERMIT INFORMWON - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 185,000.00 Existing Building Valuation: $ 0.00 Scope of Work (please provide detailed information): New SFR w/ attached garage. Property is in process short plat under L04 -058. w/ final plat submitted for approval & recording. ROW & on -site improvements shown on site plan are being installed under issued permit PW05 -120. Will there be new rack storage? ❑..Yes ®...No If "yes", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 1,965 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: 4 Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑..No If `yes ", explain: FIRE. PROTECTION/HAZA_RDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm N..None ❑ _Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑-No If "yes", attach list of materials and storage locatlonr on a separate 8-12 x 11 paper indicating quantities and Material Safety Data Sheets. s:Ypamits quf ec ebuynaaamit rgWiadoe (-2004) Reid: saps bi, Page 2 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Is Floor 1,535 VB R -3 2°' Floor 1,825 VB R -3 3 Floor Floors thou Basement Accessory Structure* Attached Garage 582 VB R - 3 Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMWON - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 185,000.00 Existing Building Valuation: $ 0.00 Scope of Work (please provide detailed information): New SFR w/ attached garage. Property is in process short plat under L04 -058. w/ final plat submitted for approval & recording. ROW & on -site improvements shown on site plan are being installed under issued permit PW05 -120. Will there be new rack storage? ❑..Yes ®...No If "yes", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 1,965 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: 4 Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑..No If `yes ", explain: FIRE. PROTECTION/HAZA_RDOUS MATERIALS: 0.. Sprinklers ❑..Automatic Fire Alarm N..None ❑ _Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ❑-No If "yes", attach list of materials and storage locatlonr on a separate 8-12 x 11 paper indicating quantities and Material Safety Data Sheets. s:Ypamits quf ec ebuynaaamit rgWiadoe (-2004) Reid: saps bi, Page 2 PUBLIC WORKS PERMIT INFORMATION —,206- 433 -0179 Scope of Work (please provide detailed information): See PW05 -120 ter District ...Tukwila ❑... Water District 0125 $f ...Water Availability Provided ...Tukwila �(...Va1Vue ❑..Renton ❑..Seattle ❑ ...Sewer Use Certificate D(... 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 - $ tlnitted with Application (mark boxes which aoolv): Hr ...Civil Plans (Maximum Paper Size -22 "x34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑..Insurance ❑.. Easement(s) ❑ .. Maintenance Agreement(s) 0... Hold Harmless Dosed Activities (mark boxes that aoolv): .. .Right -of-way Use - Nonprofit for less than 72 hours ❑ Rightof -way Use - No Disturbance MI Construction/Excavation/Fill - Right-of-way _ ✓ Non Right-of-way 0 cubic yards ❑ Work in Flood Zone ...Total Fill I O cubic yards f .. Storm Drainage Total Cut Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ...Water Main Extension Public _ q 1%pamia pluYa etanwepayait ypliuem (7 -2004) Revise: 64-05 6a ❑ .. Abandon Septic Tank ❑ .. Cwt Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line CaU before you Dig: 1 424 - 5555 WD# Wo# WO# Private Private Page 3 1 .. Highline ❑ .. Renton ® .. Geotechnical Report ❑...Traffic impact Analysis ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ -Right-of-way Use — Potential Disturbance ❑ .. Grease Interceptor , ❑ r �.. Channelization YJ Trench Excavation !ff'd Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE. INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Name: Tully Homes, Inc. Mailing Address: 13217 4th Ave SW Water Meter RefanNBillina: Name: Tully Homes Inc. Mailing Address: 13217 4th Ave SW Number of Public Fire Hydrants) ❑ ...Sewage Treatment Day Telephone: (206) 244-3282 Seattle WA 98146 -3338 city Sate Zip Day Telephone: Seattle cny (206) 244-3282 WA 98146 -3338 State Zip Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor. Qty Fumace<100K BTU 1 Air Handling Unit >10,000 CFM Fire Damper 0-3 HP /100,000 BTU Fumace> 100K BTU Evaporator Cooler Diffuser 3-15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 1 15-30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INFORMATION — 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Valuation of Project (contractor's bid price): S Scope of Work (please provide detailed information): HVAC will be permitted separately Indicate type of mechanical work being installed and the quantity below: BUB.DINGER 0 Signature: / Print Name: David Tully A UTHORIZEED AGENT: Mailing Address: 13217 4th Ave SW I Date Application Accepted: 1, t di Oemmib pluVoo otmeawbmmit .ppamfiea (7-2005) Revised: 64-05 bb Date Application Expires: Page 4 WA City State Zip Contact Person: Day Telephone: E-Mail Address: Fax Number: Contractor Registration Number: Expiration Date: "'An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** Use: Residential: New .... ist Replacement.... Commercial: New .... ❑ Replacement .... ❑ Fuel Tyne: Electric ❑ Gas....® Other: PERMIT APPLICATION NOTES —Applicable to all permits 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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated Section 105.3.2 International Building Code (current edition). 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON. AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Date: g /all Day Telephone: (206) 244 -3282 Seattle WA 98146 -3338 City State Zip ct � Staff Initials: i 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 $269.75 for 1' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1" 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees • PROJECT NAME 1 k dmiS (Lori) PERMIT# b o_ 36 /GOxx 5 /ft,4t4 . S. If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. I. APPLICATION BASE FEE 2. Enter total construction cost for each iniprovement category: Mobilization Erosion prevention Water /Sewer /Surface Water 5ec /S'oo Road/Parking/Access / eau A. Total Improvements 25 0 0 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 Enter total fall volume /0 cubic yards /0 cubic yards (0 Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees 1 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. Approved 09.25.02 Last Revised San. 2006 • $250 (1) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 3(2 's.° (4) QUANTITY IN CUBIC YARDS RATE 50 or Less $23.50 51 —100 $37.00 101 -1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1 ",1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 I0 -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 exist ng pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 $ 62 5 = (6) $ 23 -- (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.011006-12.31104M Total Fee 0.75 $600 $4648 $5248 1 $1100 $11620 $12720 1.5 $2400 $23240 $25640 2 $2800 $37184 $39984 3 $4400 $74368 $78768 4 $7800 $116200 $131790 6 $12500 $232400 $244900 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ G. Other Fees $ Total A through G DUE WHEN PERMIT IS ISSUED (6+7+8 +9+10) $ vet- L i ati 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. Approved 09.25.02 Last Revised Jan. 2006 $300 $ Temporary Meter 0.75" 2.5" Total A through E $ (9) 3 cpm'Hl 1 0 /zo % Parcel No.: 5379200068 Address: 16034 51 AV S TUB:W Suite No: Applicant: TULLY HOMES - LOT 4 Payee: TULLY HOMES TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description doc: Receipt -06 BUILDING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 000/322.100 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 104.367.120 RECEIPT Receipt No.: R06 -01826 Payment Amount: 54,242.24 Initials: JEM Payment Date: 11/15/2006 01:45 PM User ID: 1165 Balance: 50.00 Amount Payment Check 5205 4,242.24 Account Code Current Pmts Total: $4,242.24 Permit Number: D06 -363 Status: APPROVED Applied Date: 09/28/2006 Issue Date: 2,814.30 250.00 23.50 63.00 63.00 4.50 1,023.94 1765 11/15 9716 TOTAL M2481:24-15-2006 City of ltkwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 5379200065 Address: 16030 51 AV S TUKW Suite No: Applicant: TULLY HOMES, LOT 4 Receipt No.: R06 -01528 Payment Amount: 1,829.30 Initials: JEM Payment Date: 09/28/2006 12:02 PM User ID: 1165 Balance: $2,818.80 Payee: TULLY HOMES TRANSACTION LIST: Type Method Description Amount ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - RES RECEIPT Account Code Payment Check 5192 1,829.30 000/345.830 1,829.30 Permit Number: D06 -363 Status: PENDING Applied Date: 09/28/2006 Issue Date: Total: 1,829.30 doc: Receipt Printed: 09 -28 -2006 PrQjectt '7 / 7 / /( / /dn ?� S Ja/ T In coon: i11 / Address: /42' . ? S/ P S Da ed: Specia nstructions: Date Wanted: ,. / may, Requester: Phone No: n1c6 —I/00 INSPECTION RECORD Retain a copy with permit INSPECT NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 9�8 BS -- ` 06)431 -3 Approved per applicable codes. Do‘-3b3 Corrections required prior to approval. COMMENTS: Gt..t 1 I - 2 (,7 00 REINSPECTION FEE QUIRED. P o inspection. fee must be Id at 6300 Southcenter Blv .. Suite 100. Call the schedule reinspection. 'Receipt No.: Date: COMMENTS: j 42k5 -; , Ciyrd J)co /err /nom ai /dtt/e✓ .G� / /0v, -; /rv / 1 . Address: /&n3V s/ 4u S Date Called: f z) re L "In/d,y 70 - 1-r1Ctot ( / �in.,/ /Z( /A_S7 /'7 lie lis PS arty P.m. Requester r� K /(t Phone No: N Pro - / 2/ / /c/ HOn*S Type of Inspection: 7-- / Address: /&n3V s/ 4u S Date Called: ,--- Special Instructions: + Date Wanted: 7 — i 7-07 arty P.m. Requester r� K /(t Phone No: /,‘ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ID Approved per applicable codes. nspector INSPECTION RECORD Retain a copy with permit REINSPECTION E REQUI D. Prior o inspection, fee must be pa at 6300 Southcenter lvd., ite 100. Cal the schedule reinspection. Receipt No.: 'Date: (206)431 -3 IX I Corrections required prior to approval. Date: 7 — / 7 -07 Pro'ec : /Z /y / nif.5 Type of Inspection: (-7•0,. :AJ- �A,S Address: /&63 - /n Date Called: Special Instructions: Date Wanted: 7 - /7 -a7 amt. Requester: / Phone No: 7-' INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Da -. e. 3 (206)431 -367 A pproved per applicable codes. El Corrections required prior to approval. COMMENTS: Dat /-77-42 r'w .,,14 / .00 REINSPECTIODI FEE REQUI#ED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 4Date: Project /fr 7/0n if C Type of Ins ection: _ `700 te 1 -NS \ Address: Date Called: Special Instructions: Date Wanted: 7- / -v '7 a.m. (*m) Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Inspe 7- 07 .00 REINSPECTION FEE - SQUIRED rior o inspection. fee must be id at 6300 Southcenter 131 d.. Suite 00. Call the schedule reinspection. Receipt No.: (Date: INSPECTION RECORD Retain a copy with permit [ -3G PERMIT N IXlApproved per applicable codes. El Corrections required prior to approval. 06)431 -3610 Pro t: v /cf Ale /lase / Type of Inspection: (J4 // ...DNS . \ Address: 3702/ S /2675-1 Date Called: Special Instructions: Date Wanted: - m: 7 /7 -6 / Requester: Ph a No; SI — f3g0 - SsSS - INSPECTION RECORD Retain a copy with permit JJ06 -z4"Z 1 INSPEC I N NO. PERMIT O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20.)431 -3 Approved per applicable codes. 1 1 Corrections required prior to approval. COMMENTS: $58.00 REINSPECTION VEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cat the schedule reinspection. (Receipt No.: /Date: .. Projrc r 71 4 / I t 4 i y t." Type of lnspet(ign: � L�n s �„�, Date Addr ;ft9 / ,/JZ // Called Special Instructions: Date Wante�� 4;,.,, � _—. , 1. Requester: Phone No: INS fERION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -36(70 0 4pproved per applicable codes. Corrections required prior to approval. COMMENTS: 0 $38.00 REINSPECI1ON FED REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: L� 5� El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit oL* - )-3 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. COMMENTS: f L M r• f (.44 gu ,1 (4 rdc--„, -2/24 4-3 4-L.A4 Inspector: tt rate: _ 772/0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Date Called: Special Instructions: Date Wanted: Ic t. ' a.m. p.m. W� � ` LA N- { Phone No: L� 5� El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit oL* - )-3 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. COMMENTS: f L M r• f (.44 gu ,1 (4 rdc--„, -2/24 4-3 4-L.A4 Inspector: tt rate: _ 772/0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr l 2/ //y J//-ni S 5/ Type of w Inspection: }' Address: /&0.3�/ - _ / S Date Called: Special Instructions: Date Wanted: y- 27 o - 7 L Requester: Phone No: j1- 725-iJ0T INS' CTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Ins ecto Receipt No.: INSPECTION RECORD Retain a copy with permit A lit PERMIT NO. (206)431 -36 7- v} $5&O0 REINSPECTIQN FEE RE Prior to inspection, fee must be paid at 6300 Southce'i ter Blvd., 100. Call to sechedule retnspection. Date: Projec ..9/�z,. Type of Inspection: . SO/ 7 � j / %.7n Ac l 0 %7 s7 %I. Date Calle Special Instructions: Date WanteQ / a Requester: Phone No: 7. 6 7 rats INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. E $58.0 NSPECT IO PEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcent r Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: 1 l(IL rifreA4G ±I Type of Inspection: wAl(. DVS \J Address: l Go3 Sian Date Called: Special Instructions: Date Wanted: Li -1,-0-7 Cinr, P.m. Requester: Phone No: oved per applicable codes. INSPECTION RECORD Retain a copy with permit DOG -36 3 INSPEQTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- PER ❑ Corrections required prior to approval. COMMENTS: • In afriA7 f � t..4 .4 4 fie. Date: y 0 REINSPECTI)N FEE REQUIRED.frior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. rRece pt No.: Date: Project: I(l -o s 1- 1 -{ Type of Inspection: �(� A1IN V Address: I (00 3 Sy Au $ Date Called: ;.--- Special Instructions: Date Wanted: LI - 1 I - o 7 a.ni.• m. Requester: Phone No: 2- 0 6 77 -4406 INSPECTION RECORD Retain a copy with permit Doe; - 3 4 3 PERM CITY OF TUKWILA BUILDING DIVISION •.„ • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3aj70 INSPECTION NO. I / I Ayptoved per applicable codes Corrections required prior to approval. COMMENTS: Inspe or: Date: L l —1 8.00 REINSPECTI! FEE REQUIRED JPrior to inspection, fee must be id at 6300 Southcenter Blvd., Suite f 00. Call to sechedule reinspection. Re'' ipt No.: {Date: COMMENTS: Type of Inspection: F /24 win" G U firti 14/ 6,4V ,/ 1 n rignvi al de /c5 i h-v e-^) "7 T .-r /7A kit t."_./5 // /• CA,4 co fn1 o/ 400-re /, • -LtA /S/ r 2 ,,-' --/grL✓. ,e2,147,1; tnti T /!rte /c V OK rn p/ Sue Project: 77///9 1 f>'Ome" C Type of Inspection: F /24 win" G U Address: //a0.3 9 s / t2 v t Date Called: Special Instructions: Date Waned L/— /0 — U7 P.m. Requester: Phone No o G - 777 -y00S INSPE ON NO. CITY • F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. $ 8.00 REINSPECTION F(E REQUIRED Prior to inspection, fee must be aid at 6300 Southcenter hid., Suite 00. Call to sechedule reinspection. Receipt No.: 7 INSPECTION RECORD Retain a copy with permit !Date: (206)431 -3 Corrections required prior to approval. 4 l Date: / 0 _ 7 :. Proje Type of Inspection: 1oq C�Ine� /// 411114 iif Address: h �/ /4., Date Called: Speci Instructions: Date Wanted apTe 0/7 p.m. Requester: Phone No: INSPECTION RECO1tD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 MEM PERMIT4t e tie i t I r 6)431 -3 71 COMMENTS: M/ � Inspector :Asa _ islisalL /iL Date: Approved per applicable codes. Corrections required prior to approval. 0 $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: % I / / /c/ 42/7X5 7 Type of Inspection: L.. l',�I mn;A/ 6 Address: / /6 63 1 _.."--/ A G- 3 Date Called: Special Instructions: Date Wa ted: rim: L / — O 7 Requester: Phone No: 2 06- 7 coo s INSPE TION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (' 06 431-36 Approved per applicable codes. Worrections required prior to approval. COMMENTS: psi N/ it.4 4/ IBS r�, /S 4vi 57. 127W/3 If(spect r; n Da te: 9 0 s prior 00 REINSPECTION Flr'E REQUIRED. or to inspection, fee must be Id at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: Date: Project_ /7 / /f tl /Ontc S / Type of Inspect' n: s 4 -.4#4 v5 Address: / / 03v 5 /4j S Date all d J r-, Special Instructions: Date Wanted: a.m. 3- 7 - 07 P.n• Requester: Phone No: J Approved per applicable codes. Corrections required prior to approval. COMMENTS: l INSPE2N NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 p66 - .16 (206)431 -3$7 I ector Date: 3-7- d7 .00 REINSPECTION FEE REQUIRED. rior tolinspection, fee must be id at 6300 Southcenter Blvd., Suite 1 . Call to sechedule reinspection. Receipt No.: Date: Prey* 7f / /t' // ni(S 41 V Type of Inspection: 44,., /7._siven 5 Address: /( rjV 31/9o< Date Called: Special Instructions: Date Wanted: J� - 7- 6 -7 m P.m 'I 'It e747 Phone No ,26G ?53 - 56 , S INSPECTION RECORD Retain a copy with permit IN i NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Ins or: Date: — T proved per applicable codes. Corrections required prior to approval& $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: vit Type o nspection: \.— Address: /0Of�5/ S Date Called: Special Instructions: Date Wanted: a — 6 " 7 arty p.m. Requester: Phone No: 2 . 2 6 1 ‘ - 7 7 9 — e / 0 0 INSPECTION RECORD Retain a copy with permit INS' - CTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwi a, WA 98188 MENTS: ct • r: $58.00 REI SP TION FEE R paid at 6300 Sout center Blv Date: - 3 6- UIRED. Prior to inspection, fee must be , Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Approved per applicable codes. Corrections required prior to approval. `. ' 363 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT 140. 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: cti r 4 s 9 ST6-4, t Inspector: / ',4 'Date: / fr e e d? $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: Type of Inspecob Address: S/ 5/ Ale -5 Date Called: O/ a 4/07 Special Instructions: Date Wanted: ©/ 2.9 7 P.m. Phone No: a Oro- 6 ,16 363 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT 140. 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: cti r 4 s 9 ST6-4, t Inspector: / ',4 'Date: / fr e e d? $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: f // 6 / // f:5 - ter q Type of Inspection: , / opr nl G L IA/ 5 Address: AO ,3'/ Si Av S Date Called: Special Instructions: Date Wanted: /— 2 - 07 Requester: Phone No: Q&6 771 -V00 INSPECTION NO, INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd„ #100, Tukwi a, WA 98188 LV -367 PE TN (206)431 -347 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 58.00 REINSPECTION j'EE REQUIRED Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 00. Call to sechedule reinspection. Receipt No.: Date: Project: # 49 At ii Type of Inspection: nip, cefren Add ess: 1 � Date Called: Speci nstrucuon ` Date Wanted: t,ryry7 Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 pi Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3 Corrections required prior to approval. COMMENTS: fit/ ) 744 C t/42 J $58.00 INSPECTIO EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: Project: / Z / //r 1 f 24 y Type of Inspection: F�z v - / "u AJ4 /( Address: / /65' 5 //)u Date Called: Special Instructions: Date Wanted: O 0 2 0 7 P.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECFION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,vo G -'6 3 COMMENTS: Approved per applicable codes. El Corrections required prior to approval. Date: � / - OZ -07 in 8.00 REINSPECTION FED REQUIRED. Pri to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100 Cali to sechedule reinspection. Receipt No.: !Date: Project: T / //, Ra rsa0. s - ,Left/ Type of Inspection: / pat. / S Address: /6.0.3Y 5 / 4c S Date Called: Special Instructions: Date Wanted: / 2- 20- 06 Ca.r p.m. Requester: Phone No: „? 0G - 775- g /00 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Approved per applicable codes. O Corrections required prior to approval. COMMENTS: i �?i ✓vGy i"w 5 /,w /id Date: i — zo — 0 $58.00 REINSPECTI N FEE REQUIRE4. Prior to inspection, fee must be paid at 6300 Southc -nter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Projec • � C/ t Type of Ins on: * ----.6. / L, Ad•r-ss: , d G ., Date C ed: S•ecial In ru ions: bate Want,/ `� 1 ( Requester( Phone No: INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, / Tpr wila, WA 98188 06)431 -3 COMMENTS: Corrections required prior to approval. ❑ $58. REINSPECTION � REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: Tu t,Le N wn.cs Tye of Inspection: 12es RN Ai...- Address: 1 6 o 3 'I Suite #: S I OW S. Contact Person: 1.2% `t!.._ Special Instructions: Permits: Phone No.: lob ?49- yoos Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: COMMENTS: Z1 c s Cr)4 At — OIL__ Inspector: a_ 1 s �. -1 Q 1 Date: /z 109 Hrs.: / INSPECTION NUMBER -Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 — Duo-367 PERMIT NUMBERS Corrections required prior to approval. T.F.D. Form F.P. 113 DESIGNS UNLIMITED STOCK PLANS • CUSTOM DESIGN PLAN 336013/3 4/7/2006 r' Gravity Load Analysis Beam Calculations using Beam Chek 2.4 Software and/or TJBeam 6.16 Software 2001 NDS Fitt copy _REVIEWED COMPLIANCE 1` Aneonuto NOV 14 2006 BUILDIN DIVxSI ®N RECEIVED CITY nFriuKWI P SEP 2 R 2006 PERMIT CENTER 19613 • 81st Ave S • Suite F • Kent, WA 98032 • (253) 872 -2580 • Fax: (253) 872 -3649 • Website: www.designsunlimited.com • 3360B/3 M.BED Selection Conditions pata Attributes Actual Critical Status Ratio Values Adiustments Loads Pt loads: R1 = 5181 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3 -1/8x 10 -1/2 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 6.5 ft 7.97 # 52 # 10926 It L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 5181 # 5181 # 4404 # L/573 Reaction 2 TL 4591 # Section (In Shear (in TL Defl (in) 57.42 54.63 OK 95% 32.81 27.53 OK 84% 0.14 0.33 OK 42% Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL B = 4000 R1= 8.0 in R2= 7.1 in Fb (psi) Distance 2.77 BM1 Prepared by: M.A Fv (psi) E (psi x mil) Uniform TL: 880 = A Uniform Load A B SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 R2 = 4591 Fc I (psi) 3360B/3 M.BED Selection Conditions Data Attributes Actual Critical Status Ratio V Adiustments Loads R1 = 2882 BeamChek v2005 licensed to. Designs Unlimited Reg # 8101 -1456 3 -1/8x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 4.4 in R2= 4.4 in' Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Deft 6.5 ft 6.83 # 44 # 4684'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 2882 # 2882 # 2217 # L/750 Reaction 2 TL 2882 # Section (in') Shear (in TL Defl (in) Fb (psi) 8M2 Prepared by: M.A 42.19 23.42 OK 56% 28.13 13.86 OK 49% 0.10 0.33 OK 32% Fv (psi) E (psi x mil Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 880 = A Uniform Load A SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 R2 = 2882 Fcl (psi) 33608/3 M.BATH Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1=3579 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM3 Prepared by: M.A 3 -118x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl B = 1600 B R1= 5.5 in' R2= 4.5 in' 5.5 ft 6.83 # 38 # 4737 '# L/240 Fb (psi) 1.58 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl Section (In Shear (In') TL Defl (in) 3579 # 3579 # 2914 # L / 867 42.19 23.69 OK 56% 28.13 18.21 OK 65% 0.08 0.28 OK 28% Fv (psi) E (psi x mil) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 880 = A Point TL Distance Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 R2 = 2898 Reaction 2 TL Fc I (psi) 2898 # 33608/3 BED4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 277 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0:7 in R2= 0.7 in' BM4 Prepared by: M.A Date: 3/22/06 Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 4.5 ft 2.98 # 13 # 311 '# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 277 # 277 # 241 # L/775 Reaction 2 TL 277 # Section (in') Shear (in TL Defl (in) 7.15 2.93 OK 41% 12.25 2.41 OK 20% 0.07 0.23 OK 31% Fb (psi) Fv (psi) E (psi x mil Fc (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 120 = A Uniform Load A SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2=277 3360B/3 BED4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments {roads R1 = 547 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 1.3 In R2= 1.3 in' BM5 Prepared by: M.A Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 4.5 ft 2.98 # 13 # 615'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Detl 547 # 547 # 476 # L / 392 Reaction 2 TL 547 # Section (in Shear (in') TL Dell (in) 7.15 5.79 OK 81% 12.25 4.76 OK 39% 0.14 0.23 OK 61% Fb (psi) Fv (psi) E (psi x mil) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 240 = A Uniform Load A SPAN =4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 /\ R2 = 547 Fc l (psi) 3360B/3 LOFT Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments oa R1.795 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM6 Prepared by: M.A Date: 3/22/06 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 2.0 in' R2= 2.0 in' Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Dell 6.5 ft 4.68 # 30 # 1292'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 795 # 795 # 683 # L / 502 Reaction 2 TL 795 # Section (in') Shear (in') TL Defl (in) 17.65 14.03 OK 80% 19 25 6.83 OK 35% 0.16 0.33 OK 48% Fb (psi) Fv (psi) E (psi x mil Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 240 = A Uniform Load A SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. /\ R2 = 795 3360B/3 LOFT Selection Conditions Ilaja Attributes Actual Critical Status Ratio Values Adjustments loads /\ R1=530 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 1.3 in' R2= 1.3 in' BM7 Prepared by: M.A Date: 3/22/06 Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 8.5 ft 4.68 # 40 # 1126 W L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 530 # Reaction 2 TL 530 # 473 # L / 440 530 # Section (in Shear (in TL Defl (in) 17.65 12.23 OK 69% 19.25 4.73 OK 25% 0.23 0.43 OK 55% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1 300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 120 = A Uniform Load A SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2=530 3360B/3 LOFT Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: /\ R1=3227 BeamChek v20051icensed to: Designs Unlimited Reg # 8101 -1456 BM8 Prepared by: M.A 3 -118x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area B = 1600 R1= 5.0 in R2= 5.0 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 5.5 ft 6.83 # 38 # 5543 '# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 3227 # 3250 # 2585 # L/814 Reaction 2 TL 3250 # Section (in') Shear (in TL Defl (in) 42.19 27.71 OK 66% 28.13 16.16 OK 57% 0.08 0.28 OK 29% Base Values Base Adjusted 2400 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Fb (psi) Point TL Distance 2.79 Fv (psi) E (psi x mil) Uniform TL: 880 = A Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 R2=3250 Fc I (psi) 3360B/3 BED3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments j.oads R1 = 530 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM9 Prepared by: M.A Date: 3/22/06 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 1.3 in R2= 1.3 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 8.5 ft 4.68 # 40 # 1126 L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 530 # 530 # 473 # L / 440 Reaction 2 TL 530 # Section (ire) Shear (in TL Defl (in) 17.65 12.23 OK 69% 19.25 4.73 OK 25% 0.23 0.43 OK 55% Fb (psi) Fv (psi) E (psi x mil Uniform TL: 120 = A Uniform Load A SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. /\ R2 = 530 Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 3360B/3 BED2 Selection Conditions Data Attributes Actual Critical Status Ratio Values pdiustments L R1 = 400 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 1.0 in R2= 1.0 in BM10 Prepared by: M.A Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 6.5 ft 2.98 # 19# 649 '# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 400 # 400 # 364 # L/257 Reaction 2 TL 400 # Section (in') Shear (in TL Defl (in) 7.15 6.11 OK 86% 12.25 3.64 OK 30% 0.30 0.33 OK 93% Fb (psi) Fv (psi) E (psi x mil) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 120 = A Uniform Load A SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 R2 = 400 Fc I (psi) 3360B/3 BATH elec io Conditions Data Attributes Actual Critical Status Ratio Values Adtust ts men toads R1 = 304 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 0.7 in' R2= 0.7 in Section (in Shear (in TL Defl (in) BM11 Prepared by: M.A Date: 3/22/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 2.5 ft 2.98 # Reaction 1 TL 304 # Reaction 2 TL 7 # Maximum V 304 # 190'# Max V (Reduced) 233 # L / 240 TL Actual Defl L / >1000 304 # 7.15 1.79 OK 25% 12.25 2.33 OK 19% 0.01 0.13 OK 10% Fb (psi) Ft/ (psi) E (psi x mil) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 240 = A Uniform Load A SPAN = 2.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 =304 Fc I (psi) 3360B/3 DEN Selection Conditions Data Values Adiustments Loads R1 = 1676 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl R1= 4.1 in R2= 4.1 in 4.5 ft 6.17 # 28 # 1886'# L/240 Attributes Section (in') Shear (in TL Deft (in) Actual Critical Status Ratio Fb (psi) BM12 Prepared by: M.A Reaction 1 TL 1676 # Maximum V 1676 # Max V (Reduced) 1226 # TL Actual Defl L / >1000 30.66 20.48 OK 67% 25.38 12.26 OK 48% 0.05 0.23 OK 21% Fv (psi) E (psi x mil) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 739 = A Uniform Load A SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 R2 = 1676 Reaction 2 TL Fc1 (psi) 1676 # 3360B/3 UFF(FAMILY) Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Pt loads: R1 = 230 BeamChek v2005 licensed to 4x 12 DF -L #2 Lu = Lu @OH =O.OFt Overhang, NDS 2001 Min Bearing Area Point TL Distance F = 2882 (OH) 2.0 R1= 0.4 in R2= 6.4 in' Section (in') Shear (in TL Defl (in) Fb (psi) Designs Unlimited Reg # 8101 -1456 BM13A Prepared by: M.A Fv (psi) E (psi x mil) Uniform TL: 67 = A Par Unif TL K = 67 (OH) Date: 3/22/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 15.86 ft 9.57 # 171 # 5916 '# L/240 Reaction 1 TL 230 # Maximum V 3034 # Max V (Reduced) 2963 # TL Actual Deft L / < -1000 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 4010 # 2.0 ft 17.86 ft L/420 73.83 71.71 OK 97% 39.38 24.69 OK 63% -0.09 0.79 OK 11% 01 TL Dell 0.11 0.20 OK 57% Fcl (psi) Base Values 900 Base Adjusted 990 180 180 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1 CI Stability @ 01-1 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 .0000 Rb = 0.00 Le © OH = 0.00 Ft Uniform Load A K (Uniform Ld on Backspan) Start End 0 2.0 R2 = 4010 BACKSPAN = 15.86 FT OH = 2 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. 3360B/3 FAMILY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adj ustments Loads Pt loads: R1=4987 3 -118x 10 -1/2 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 5.5 ft 7.97 # 44 # 9341 L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 4987 # 6343 # 5179 # L/739 Reaction 2 TL 6343 # Section (in') Shear (in') TL Defl (in) 57.42 46.71 OK 81% 32.81 32.37 OK 99% 0.09 0.28 OK 32% Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 B = 4010 R1= 7.7 in' R2= 9.8 In' Fb (psi) Distance 3.68 BM13 Prepared by: M.A Fv (psi) E (psi x mil) Uniform TL: 1323 = A Uniform Load A B SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 R2 = 6343 Fc I (psi) 33608/3 FAMILY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 3888 BeamChek v20051icensed to: Designs Unlimited Reg # 8101 -1456 BM14 Prepared by: M.A 3 -1/8x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 6.0 in R2= 6.0 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 5.5 ft 6.83 # 38 # 5346 '# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 3888 # 3888 # 2828 # L / 776 Reaction 2 TL 3888 # Section (in Shear (in TL Defl (in) Date: 3/22/06 42.19 26.73 OK 63% 28.13 17.67 OK 63% 0.09 0.28 OK 31% Fb (psi) Fv (psi) E (psi x mil) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 1407 = A Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2=3888 Fc I (psi) 33608/3 NOOK Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 = 169 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 Overhang, NDS 2001 Min Bearing Area Fb (psi) R1= 0.3 in R2= 6.4 in Section (in Shear (in') TL Defl (in) Point TL Distance F = 2898 (OH) 2.0 BM15A Prepared by: M.A Fs/ (psi) E (psi x mil) Uniform TL: 67 = A Par Unif TL K = 67 (OH) Date: 3/22/06 4x 12 DF -L #2 Lu =0.OFt Lu @OH =0.OFt Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 14.93 ft 9.57 # 162 # 5948 '# L / 240 Reaction 1 TL 169 # Maximum V 3050 # Max V (Reduced) 2979 # TL Actual Defl L / < -1000 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 4016 # 2.O ft 16.93 ft L/411 73.83 72.10 OK 98% 39.38 24.82 OK 63% -0.09 0.75 OK 13% OH TL Defl 0.12 0.20 OK 58% Uniform Load A 1 K Fc I (psi) Base Values 900 Base Adjusted 990 180 180 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1 CI Stability @ OH 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 .0000 Rb = 0.00 Le © OH = 0.00 Ft (Uniform Ld on Backspan) Start End 0 2.0 R2 =4016 BACKSPAN = 14.93 FT OH = 2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 3360B/3 NOOK Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 = 4191 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3 -118x 12 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Searing Area RI= 6.4 in' R2= 9.9 in' Beam Span 5.5 ft Beam Wt per ft 9.11 # Reaction 1 TL 4191 # Reaction 2 TL 6454 # Bm Wt Included 50 # Maximum V 6454 # Max Moment 6815 4/ Max V (Reduced) 5165 # TL Max Defl L / 240 TL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) 75.00 34.08 OK 45% 37.50 32.28 OK 86% 0.05 0.28 OK 18% Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL B = 3555 Fb (psi) Distance 4.5 BM15 Prepared by: M.A Fv (psi) E (psi x mil) Uniform TL: 1280 = A Uniform Load A B SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/29/06 R2 = 6454 Fc1(psi 3360B/3 KIT Selection Conditions Data Att ribute s Actual Critical Status Ratio Values Adjustments Loads Uniform Load A R1 = 1338 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area R1= 3.3 in R2= 3.3 in' Section (in Shear (in') TL Defl (in) Fb (psi) BM16 Prepared by: M.A Fv (psi) E (psi x mil Uniform TL: 590 = A SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 4x 6 HF #2 Lu = 0.0 Ft Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 4.5 ft 4.68 # 21 # 1505 '# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 1338 # 1338 # 1065 # L/622 Reaction 2 TL 1338 # 17.65 16.35 OK 93% 19.25 10.65 OK 55% 0.09 0.23 OK 39% /\ R2 = 1338 Fcl (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 33608/3 KIT Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments oad /\ R1 = 700 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area R1= 1.7 in R2= 1.7 in Section (in') Shear (in TL Defl (in) Fb (psi) BM17 Prepared by: M.A Ev (psi) E (psi x mil) Uniform TL: 307 = A Uniform Load A SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 4x 6 HF #2 Lu = 0.0 Ft Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 4.5 ft 4.68 # 21 # 788 It L/240 Reaction 1 TL 700 # Maximum V 700 # Max V (Reduced) 558 # TL Actual Defl L / >1000 Reaction 2 TL 700 # 17.65 8.55 OK 48% 19.25 5.58 OK 29% 0.05 0.23 OK 20% R2 = 700 Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 33606/3 DINING Selection Conditions Data Attribute Actual Critical Status Ratio Values Adiustrnents Loads R1 = 1016 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area BM18 Prepared by: M.A R1= 2.5 in R2= 2.5 in Date: 3/22/06 Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 6.5 ft 6.17 # 40 # 1651 '# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 1016 # 1016 # 827 # L / 899 Reaction 2 TL 1016 # Section (in Shear (in TL Defl (in) 30.66 17.93 OK 58% 25.38 8.27 OK 33% 0.09 0.33 OK 27% Fv (psi) E (psi x mil Fc I (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Fb (psi) Uniform TL: 307 = A Uniform Load A SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 1016 33606/3 DINING Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads /\ R1 = 876 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 2.2 in R2= 2.2 in BM19 Prepared by: M.A Date: 3/22/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 8.5 ft 6.17 # 52 # 1862'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 876 # 876 # 752 # L/610 Reaction 2 TL 876 # Section (in') Shear (in TL Defl (in) 30.66 20.22 OK 66% 25.38 7.52 OK 30% 0.17 0.43 OK 39% Fb (psi) Fv (psi) E (psi x mil) Fol. (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1,3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 200 = A Uniform Load A SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. /\ R2 = 876 3360B/3 FOYER Selection Conditions Data Attributes Actual Critical Status Ratio Vslues Adjustments Loads R1 = 3272 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3 -118x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 5.0 in' R2= 5.0 in' BM20 Prepared by: M.A Date: 3/22/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 6.5 ft 6.83 # 44 # 5317'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 3272 # 3272 # 2517 # L /660 Reaction 2 TL 3272 # Section (in') Shear (in') TL Defl (in) 42.19 26.59 OK 63% 28.13 15.73 OK 56% 0.12 0.33 OK 36% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted 2400 2400 240 240 1.8 1.8 650 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 1000 = A Uniform Load A SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 3272 3360B-3 PORCH Selection Conditions Data Affdbufes Actual Critical Status Ratio Values Adiustments Loads R1 = 1218 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3 -1 /8x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 1.9 in' R2= 1.9 in' Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 12.5 ft 6.83 # 85 # 3805'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 1218 # Reaction 2 TL 1218 # 1072 # L/480 1218 # Section (in') Shear (in') TL Defl (in) BM21 Prepared by: M.A Date: 3/22/06 42.19 19.03 OK 45% 28.13 6.70 OK 24% 0.31 0.63 OK 50% Fb (psi) Fv (psi) E (psi x mil) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 188 = A Uniform Load A SPAN =12.5FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 1218 Fc I (psi) 3360B/3 PORCH Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Uniform TL: 228 = A Uniform Load A R1 = 924 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM22 Prepared by: M.A NDS 2001 Min Bearing Area R1= 2.3 int R2= 2.3 in Section (in Shear (in') TL Defl (in) Fb (psi) Fv (psi) E (psi x mil) SPAN = 7.89 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 3/22/06 4x 8 HF #2 Lu s 0.0 Ft Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Deft 7.89 It 6.17 # 49 # 1822'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Dell 924 # Reaction 2 TL 924 # 782 # L/671 924 # 30.66 19.79 OK 65% 25.38 7.82 OK 31% 0.14 0.39 OK 36% R2 = 924 Fc1(psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 3360B/3 GARAGE Selection 13 -118x 18 GLB 24F -V4 DF /DF Conditions as Attdbutes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 =4358 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM23 Prepared by: M.A Date: 3/22/06 Min Bearing Area Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 16.5 ft 13.67 # 226 # 17122'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 4358 # 4358 # 3662 # L / 636 Reaction 2 TL 3985 # Section (in') B = 692 R1= 6.7 1n R2= 6.1 in' Shear (in') TL Defl (in) Fb (psi) 3.8 Fv (psi) SPAN =16.5 FT Uniform and partial uniform bads are Ibs per lineal ft. Lu = 0.0 Ft 168.75 85.61 OK 51 % 56.25 22.89 OK 41% 0.31 0.83 OK 38% E (psi x mil Base Values Base Adjusted 2400 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 450 = A Point TL Distance Uniform Load A R2 = 3985 Fcl (psi) 33608/3 GARAGE Selection Conditions Pata Attributes Actual Critical Status Ratio Values Adjustments Toads R1 = 2124 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 Min Bearing Area R1= 3.3 in R2= 3.31n Section (in Shear (in TL Defl (in) Fb (psi) BM24 Prepared by: M.A 3 -1/8x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 8.5 ft 6.83 # 58 # 4514'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 2124 # Reaction 2 TL 2124 # 2124 # 1749 # L/595 42.19 22.57 OK 54% 28.13 10.93 OK 39% 0.17 0.43 OK 40% Fv (psi) E (psi x mil Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 493 = A Uniform Load A SPAN =8.5FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 /\ R2 = 2124 Fc I (psi) 33606/3 GARAGE Selection Conditions Q8 Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 540 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM25 Prepared by: M.A Date: 3/22/06 4x 4 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1 =1.3 in' R2= 1.3 in' Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 3.0 ft 2.98 # 9# 405 W L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 540 # Reaction 2 TL 540 # 435 # L / 893 540 # Section (in') Shear (in TL Defl (in) 7.15 3.81 OK 53% 12.25 4.35 OK 36% 0.04 0.15 OK 27% Fb (psi) E (psi x mil) Fv (psi) Base Values 850 Base Adjusted 1275 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.500 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 357 = A Uniform Load A SPAN =3FT Uniform and partial uniform loads are Ibs per lineal ft. 0 R2 = 540 Fc I (psi) 3360B/3 DEN Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments j.oads R1 = 814 BeamChek v20051icensed to: Designs Unlimited Reg # 8101 -1456 BM26 Prepared by: M.A NDS 2001 Min Bearing Area R1= 2.01n R2= 2.0 in' Section (in') Shear (in') TL Defl (in) Fb (psi) Fv (psi) E (psi x mil) Uniform TL: 357 = A Uniform Load A SPAN =4.5FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 4x 6 HF #2 Lu = 0.0 Ft Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 4.5 ft 4.68 # Reaction 1 TL 814 # Reaction 2 TL 21 # Maximum V 814 # 915 # Max V (Reduced) 648 # L / 240 TL Actual Defl L / >1000 814 # 17.65 9.94 OK 56% 19.25 6.48 OK 34% 0.05 0.23 OK 23% R2 = 814 Fcl (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 33606/3 GARAGE Selection Conditions psis Attributes Actual Critical Status Ratio Va lues Adjustments 4oads R1 = 2684 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 5 -1/8x 9 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area R1= 4.1 In' R2= 4.1 in' Section (1n Shear (in') TL Defl (in) BM27 Prepared by: M.A Date: 3/22/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 10.5 ft 11.21 # 118 # 7045 W L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 2684 # Reaction 2 TL 2684 # 2684 # 2300 # L/506 69.19 35 23 OK 51% 46.13 14.38 OK 31% 0.25 0 53 OK 47% Fb (psi) Fv (psi) E (psi x mil) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 500 = A Uniform Load A SPAN = 10.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 2684 Fc1(psi) 33606/3 GARAGE Selection Conditions Data Values Adiustments Loads Pt loads: R1 = 5249 BeamChek v20051icensed to: Designs Unlimited Reg # 8101 -1456 BM28 Prepared by: M.A 6 -314x 16 -112 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl B = 583 R1= 8.1 In R2= 7.6 in 18.25 ft 27.06 # 494 # 23276'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl Attributes Section (in Shear (in TL Defl (in) Actual Critical Status Ratio 306.28 121.78 OK 40% 111.38 28.27 OK 25% 0.31 0.91 OK 34% Fb (psi) 4.5 Fv (psi) Base Values 2400 Base Adjusted 2294 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 0.956 1.00 1.00 1.00 1.00 WA 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL 5249 # Reaction 2 TL 5249 # 4524 # L 1708 E (psi x mil) Uniform Load A B SPAN = 18.25 FT Uniform and partial uniform loads are Ibs per lineal ft. 500 = A Date: 3/22/06 R2 = 4953 Fc I (psi) 4953 # Point TL Distance 3360B/3 GARAGE Selection Conditions Data Afhibutes Actual Critical Status Ratio Values Adiustments Loads Pt loads R1 = 692 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM29 Prepared by: M.A 4x 8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 10.0 ft 6.17 # 62 # 2190'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 692 # 692 # 648 # L/494 Reaction 2 TL 583 # Section (in') B =548 R1= 1.7 In' R2= 1.4 in Shear (in TL Defl (in) 30.66 23.79 OK 78% 25.38 6.48 OK 26% 0.24 0 50 OK 49% Fb (psi) Fv (psi) E (psi x mil) Uniform TL: 67 = A Date: 3/22/06 Fc (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL Distance Uniform Load A R2 = 583 4.0 0 SPAN =10 FT Uniform and partial uniform loads are Ibs per lineal ft. 33606/3 DIN /LIV Selection Conditions Data Attd u Actual Critical Status Ratio Values Adiustrnents Loads R1 = 2252 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3 -1 /8x 10 -1/2 GLB 24F -V4 DF /DF Lu = 0.0 Ft Min Bearing Area Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Dell R1= 3.5 in R2= 3.5 in 11.5 ft 7.97 # 92 # 6475 L / 240 Fb (psi) BM30 Prepared by: M.A Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl Section (in Shear (in TL Defl (in) 57.42 32.37 OK 56% 32.81 11.93 OK 36% 0.28 0.58 OK 49% Fv (psi) 2252 # Reaction 2 TL 2252 # 1909 # L/487 E (psi x mil) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 384 = A Uniform Load A SPAN =11.5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 3/22/06 R2 = 2252 Fc I (psi) 2252 # 3360B/3 UFF(KIT) ron Conditions Leta Attdhutes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 = 447 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM31A Prepared by: M.A Overhang, NDS 2001 Min Bearing Area R1= 1.1 in' R2= 2.4 in' Date: 3/22/06 (2) 2x 10 HF #2 Lu = O.OFt Lu@OH =0.O 1 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 13.6 ft 6.74 # 105 # 1334'# L / 240 Reaction 1 TL 447 # Maximum V 550 # Max V (Reduced) 493 # TL Actual Defl L / >1000 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 973 # 2.0 ft 15.6 ft L / 785 Section (in') Shear (in') TL Defl (in) 42.78 17.12 OK 40% 27.75 4.93 OK 18% 0.16 0.68 OK 24% -0.06 0.20 OK 31% Fb (psi) Point TL Distance F = 277 (OH) 2.0 Ev (psi) BACKSPAN =13.6 FT E (psi x mil) Base Values 850 Base Adjusted 935 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability CI Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Uniform TL: 67 = A Par Unif TL K = 67 (OH) OH TL Defl Uniform Load A I K Fcl (psi) R2 = 973 OH =2FT (Uniform Ld on Backspan) Start End I 0 2.0 Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 3360B/3 KIT /DIN Selection Conditions QM Attributes Actual Critical Status Ratio Values Adiustments Loads Point TL Distance Pt loads: R1 = 1354 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 3.25 ft 4.68 # 15# 1087'# L/240 Reaction 1 TL 1354 # Maximum V 1354 # Max V (Reduced) 1059 # TL Actual Defl L / >1000 Reaction 2 TL 1182 # Section (in') Shear (in TL Defl (in) 17.65 11.80 OK 67% 19.25 10.59 OK 55% 0.03 0.16 OK 20% Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1 300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 B = 447 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 0 R1= 3.3 1n R2= 2.9 in Fb (psi) 1.0 BM31 Prepared by: M.A Fv (psi) E (psi x mil Uniform TL: 638 = A Uniform Load A R2 = 1182 SPAN = 3.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/22/06 Fcl (psi) 3360B/3 PANTRY Selection Conditions Data AtM6utes Actual Critical Status Ratio Values ,4diustrnenrs Loads Pt loads: I R1 = 1235 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 6 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area Point TL 6 =169 C = 100 R1= 3.01n R2 =3.2 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 4.5 ft 4.68 # 21 # 1464'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 1235 # Reaction 2 TL 1305 # 1305 # 1004 # L / 648 Section (in') Shear (in TL Defl (in) BM32 Prepared by: M.A Date: 3/22/06 17.65 15.90 OK 90% 19.25 10.04 OK 52% 0.08 0.23 OK 37% Fb (psi) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Distance 2.0 4.25 Fv (psi) E (psi x mil Uniform TL: 500 = A Uniform Load A B 0 SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R2 = 1305 Fc I (psi) 3360B/3 FAMILY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Pt loads: R1 = 1260 NDS 2001 Min Bearing Area 6 = 130 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x6 HF #2 Lu = 0.0 Ft B R1= 3.1 In' R2= 3.0 in Section (In') Shear (in TL Defl (in) Fb (psi) 1.5 BM33 Prepared by: M.A Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Dell 5.0 ft 4.68 # 23 # 1561'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 1260 # Reaction 2 TL 1260 # 1046 # L / 537 1208 # 17.65 16.95 OK 96% 19.25 10.46 OK 54% 0.11 0.25 OK 45% Fv (psi) E (psi x mil) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1 300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 463 = A Point TL Distance Uniform Load A SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 3/22/06 R2=1208 Fcl (psi) 3360B/3 FAMILY Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Pt loads: I B R1 = 2295 B = 307 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 NDS 2001 Min Bearing Area R1= 5.7 in' R2= 5.0 in Section (in') Shear (in TL Defl (in) Fb (psi) 0.29 BM34 Prepared by: M.A Fv (psi) E (psi x mil) Uniform TL: 608 = A Uniform Load A SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Date: 3/23/06 4x 10 HF #2 Lu = 0.0 Ft Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 6.5 ft 7.87 # 51 # 3297 # L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Dell 2295 # Reaction 2 TL 2015 # 2295 # 1705 # L / 929 49.91 38.79 OK 78% 32.38 17.05 OK 53% 0.08 0.33 OK 26% R2 = 2015 Fcl (psi) Base Values 850 Base Adjusted 1020 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point TL Distance 3360813 FAMILY(UFF) Selection Conditions Pate Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 1413 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 4x 8 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 3.5 In R2= 3.5 in BM35 Prepared by: M.A Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 4.6 ft 6.17 # Reaction 1 TL 1413 # Reaction 2 TL 28 # Maximum V 1413 # 1624 Max V (Reduced) 1042 # L / 240 TL Actual Deb L / >1000 1413 # Section (in') Shear (in TL Defl (in) 30.66 17.64 OK 58% 25.38 10.42 OK 41% 0.04 0.23 OK 19% Fb (psi) Fv (psi) E (psi x mil) Base Values Base Adjusted 850 1105 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 608 = A Uniform Load A SPAN = 4.6 FT Uniform and partial uniform Toads are Ibs per linear ft. Date: 3/23/08 R2 = 1413 Fel (psi) 336013/3 GARAGE Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1=1860 BeamChek v2005licensed to: Designs Unlimited Reg # 8101 -1456 BM36 Prepared by: M.A Date: 3/23/06 4x 10 HF #2 Lu = 0.0 Ft NDS 2001 Min Bearing Area R1= 4.6 in' R2= 4.6 In' Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Deg 7.5 ft 7.87 # 59 # 3487'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Deb 1860 # 1860 # 1477 # L / 766 Reaction 2 TL 1860 # Section (in') Shear (in') TL Dell (in) 49.91 41.02 OK 82% 32.38 14.77 OK 46% 0.12 0.38 OK 31% Fb (psi) Fv (psi) E (psi x mil) 0 R2=1860 Base Values 850 Base Adjusted 1020 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform TL: 488 = A Uniform Load A SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. Fcl (psi) 3360B/3 UFF Selection Conditions ata Attributes Actual Critical Status Ratio Values Adiustments loads Pt loads: R1 = 100 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM37 Prepared by: M.A (2) 2x 12 HF #2 Lu =0.OFt Lu @ OH= O.OFt Overhang, NDS 2001 Min Bearing Area R1= 0.2 Base Values Base Adjusted Fb (psi) 850 850 Point TL Distance F = 1600 (OH) 2.0 In' R2= 6.1 in' Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 10.9 ft 8.2 # 106 # 3349 L/240 Reaction 1 TL 100 # Maximum V 1749 # Max V (Reduced) 1679 # TL Actual Defl L / < -1000 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 2464 # 2.0 ft 12.9 ft L / 644 Section (in') Shear (in') TL Defl (in) 63 28 47.29 OK 75% 33.75 16.79 OK 50% -0.04 0.55 OK 8% 0.07 0.20 OK 37% CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability CI Stability © OH 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Ev (psi) 150 150 BACKSPAN = 10.9 FT E (psi x mil) 1.3 1.3 Uniform TL: 67 = A Par Unif TL K = 67 (OH) Date: 3/22/06 OH TL Defl Fcl (psi) 405 405 Uniform Load A K 1 R2 = 2464 OH =2 FT (Uniform Ld on Backspan) Start End 1 0 2.0 Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 33608/3 UFF Selection Conditions Date Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 =130 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 3.1/8x 10 -1/2 GLB 24F -V8 DF /DF Lu =0.OFt Lu @OH =0.OFt Overhang, Min Bearing Area R1= 0.2 In R2= 7.4 1n BM38 Prepared by: M.A Date: 3/22/06 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 15.86 ft 7.97 # 142 # 7307 L / 240 Reaction 1 TL 130 # Maximum V 3728 # Max V (Reduced) 3663 # TL Actual Deft L / < _1000 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 4779 # 2.0 ft 17.86 ft L / 247 Section (ire) Shear (in') TL Defl (in) 57.42 36.53 OK 64% 32.81 22.89 OK 70% -0.18 0.79 OK 23% Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 WA 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ OH 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Fb (psi) Point TL Distance F = 3579 (OH) 2.0 Fv (psi) E (psi x mil) Uniform TL: 67 = A Par Unif TL K = 67 (OH) Uniform Load A I K I BACKSPAN = 15.86 FT 0H TL Deft 0.19 0.20 OK 97% Fcl (psi) R2 = 4779 OH =2FT (Uniform Ld on Backspan) Start End 0 2.0 Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. 33608/3 NOOK Selection Conditions 1Za Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: I R1 = -111 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 5 -1/8x 10 -1/2 GLB 24F -V8 DF /DF Lu =0.OFt Lu @OH =0.OFt Overhang, Uplift @ R1, Min Bearing Area R1= -0.2 in' R2= 10.2 in' Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 14.93 ft 13.08 # 221 # 10521 'ft L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl -111 # 5340 # 5271 # L / 932 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 6639 # 2.0 ft 1693ft L/259 Section (In Shear (in') TL Defl (in) 94.17 52.61 OK 56% 53.81 32.94 OK 61% -0.19 0.75 OK 26% Base Values Base Adjusted 2400 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability CI Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Fb (psi) Point TL Distance F = 5181 (OH) 2.0 BM39 Prepared by: M.A Fv (psi) BACKSPAN = 14.93 FT E (psi x mil) Uniform TL: 67 = A Par Unif TL K = 67 (OH) Date: 3/22/06 Uniform Load A K OH TL Defl 0.19 0.20 OK 93% Fcl (psi) 1=I R2 = 6639 OH =2 FT (Uniform Ld on Backspan) Start End 0 2.0 Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. 3360B/3 UFF Selection Conditions Attributes Actual Critical Status Ratio Values Adjustments Loads Pt loads: R1 = -307 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM40 Prepared by: M.A 5 -1/8x 12 GLB 24F -V8 DF /DF Lu =0.OFt Lu @OH =0.OFt Overhang, Uplift @ R1, Min Bearing Area R1= -0.5 In 14.2 in Date: 3/22/06 Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl 15.86 ft 14.94 # 267 # 15109'# L / 240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl -307 # 7636 # 7554 # L/828 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 9234 # 2.O ft 17.86 ft L/243 Section (in') Shear (In TL Defl (in) E (psi x mil) Fb (psi) OH TL Defl 123.00 75.54 OK 61% 61.50 47.22 OK 77% -0.23 0.79 OK 29% 0.20 0.20 OK 99% Fv (psi) Fc I (psi) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability CI Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Point TL Distance F = 7473 (01-1) 2.0 Uniform TL: 67 = A Par Unif TL K = 67 (OH) Uniform Load A K BACKSPAN = 15.86 FT R2 = 9234 OH =2 FT (Uniform Ld on Backspan) Start End 0 2.0 Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 3360B/3 UFF(KIT) Selection Conditions ata Attributes Actual Critical Status Ratio Values Adiustments Loads Pt loads: zs R1 =-85 BeamChek v2005 licensed to: Designs Unlimited Reg # 8101 -1456 BM41 Prepared by: M.A Date: 3/22/06 3 -1/8x 12 GLB 24F -V8 DF /DF Lu =0.OFt Lu @OH =0.OFt I Overhang, Uplift @ R1, Min Bearing Area R1= -0.1 in' R2= 8.1 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 13.6 ft 9.11 # 142 # 8151 '# L / 240 Reaction 1 TL -85 # Maximum V 4151 # Max V (Reduced) 4076 # TL Actual Defl L / < -1000 Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl 5265 # 2.O ft 15.6 ft L/331 Section (In') Shear (in TL Deft (in) 75.00 40.76 OK 54% 37.50 25.47 OK 68% -0.13 0.68 OK 20% Fb (psl) Point TL Distance F = 4000 (OH) 2.0 Fv (psi) Base Values 2400 Base Adjusted 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ OH 1.0000 Rb = 0.00 Le @ OH = 0.00 Ft Uniform Load A K BACKSPAN = 13.6 FT E (psi x mil) Uniform TL: 67 = A Par Unit TL K = 67 (OH) OH 11 Defl 0.14 0.20 OK 72% Fcl (psi) R2 = 5265 OH =2 FT ( Uniform Ld on Backspan) Start End 0 2.0 Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. FILE Copy Lateral Load Analysis for Designs Unlimited Plan 3360/3 King County Default Per 2003 IBC using Qlat v 40 Seismic Design Data (Equivalent Force) Importance Factor 1.0 Ss and 5d .84,150 Site Class D Sd1 and SDs 0.56, Seismic Design Category D Force resisting System WSP Shear Walls Design Base Shear 6.2'x, 6.0`y Cs 0.110 (ASP) R 65 (0SB) Wind Data (Simplified Method, 10 psf min controls design) Exposure 'B' Wind Speed 85 mph (3 sec) Snow Load 25 psf October 18, 2005 COD CM NCE �- a ^^brilito NOV 1 2006 BURPING p SIO N This lateral design has been personally reviewed by me and it i5 in full compliance with the 2003 International Building Code. RECEIVED CITY OF TOKWILP SEP 2 8 2006 PERMIT CENTER l%Db - UM : oowns 0) 1 4 A i _ H 2.0 .. 4 D 42.0 E 46.0 v 10 -13 -2005 3360 -3 3 4 29.0 50.0 C 9/16" W 4 Structur Pane1 w/ 10d Box IGr III Species 3= S#Mpso ron9 -Tie oldown] I Gr III S ecfes C S1Mpson nnotr ] *-- Exceeds maximum table value X 1 11 31 Hi lddowns ruts 77/16° Wo d Stru r ctual Pane CC Simpson trong- ie Holdown L Simpson Cnnctr 10 -13 -2005 3360 -3 4 50.0 1 D 42.0.... amaLP 2 2 2 2 w/ 1Od Box m- Exceeds C Maximum table value Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to Y axis Story Line Wall SW LtHD RtHD 2 1 1 1 - 2 1 2 1 - 2 4 1 1 - - 2 4 2 1 * Exceeds table capacity - None required 1 1 1 1 1 1 2 1 1 3 1 1 - 1 4 1 1 1 1 1 4 2 1 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 1 SW selection based on file: W7HF10BW.TBL HD selection based on file: HCWA.TBL OCWA.TBL Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to X axis Story Line Wall SW LtHD RtHD 2 A 1 1. 2 A 2 1 2 A 3 1 2 D 1 1 1 1 2 D 2 1 1 1 2 C 3 1 2 2 2 C 4 1 2 2 * Exceeds table capacity - None required 1 A 0 1 B 1 1 1 B 2 1 1 B 3 1 - 1 C 1 1 1 C 2 1 1 D 1 4 5 5 1 D 2 4 5 5 1 E 0 - - - WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 1 SW selection based on file: W7HF10BW.TBL HD selection based on file: HCWA.TBL OCWA.TBL ( Shear Wall Notes ] GENERAL NOTES (apply to all shear walls) a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along intermediate framing members. b) Block all panel edges with minimum 2x (51mm) blocking. c) Apply nailing to all studs, top and bottom plates and blocking. d) Framing to be a maximum of 24 in (610mm) oc. e) Fasteners shall be driven flush with surface of sheathing. f) Provide solid blocking under the shear walls at the diaphragms to accommodate the bottom plate attachment. g) Offset panel joints on each side of wall minimum one stud bay. SPECIAL NOTES FOR SHEAR WALLS (apply to walls specifically noted) 1) APA Rated Sheathing EXP1 /EXP2 /EXT or C -C /C -D /Struct II Plywood. 2) Provide 3x's (76mm) at adjoining panel edges w /nails staggered. 3) Provide minimum 3x (76mm) blocking or joists beneath bottom plate with bottom plate nails staggered. 4) Walls >0.35 klf use a minimum of a 3x sill. For walls between 0.35 and 0.60 anchor bolt spacing has been decreased by 1/2 (use 2x). 5) Framing to be a maximum of 16 in (610 mm) o.c. for shear walls 1 and 2. 6) Provide nailing at intermediate supports the same as edge nailing in shear walls that use GWB (shear walls 1 and 2). 7) For shear walls 2, 7, 8, and 9, panel joints shall be offset to fall on different framing members or framing shall be 3" nominal or thicker, and nails on each side shall be staggered. L u 1. ( 7/16" Wood Structural 1G11LLSG J 0V1 A.A.A. J1./G\.1GJ f Panel w/ l0d Box] Shear Wall Edge Anchor Bottom Rim /Blk to Allow 3W Sheathing Nailing Bolts Plate Top plate Shear Notes # [Thick (side)] (in oc) (in oc) (in oc) (in oc) (Klf) 7/16" OSB(1) l0d @ 6 5/8" @ 48 16d @ 5 A35 @24 w /12 -8d 0.23 ill in e ; r- t HHI r1HI HI HI r4 7/16" OSB(1) 10d @ 4 5/8" @ 32 16d @ 3 A35 @16 w /12 -8d 0.34 7/16" OSB(1) l0d @ 3 5/8" @ 12 16d @ 2 A35 @12 w /12 -8d 0.45 7/16" OSB(1) l0d @ 2 5/8" @ 8 16d @ 2 A35@ 9 w /12 -8d 0.60 7/16" OSB(2) 10d @ 4 5/8" @ 24 2 -16d @ 3 2- A35 @l5 w12 -8d 0.70 7/16" OSB(2) 10d @ 3 5/8" @ 18 2 -16d @ 2 2- A35 @12 w12 -8d 0.90 7/16" OSB(2) 10d @ 2 5 /8" @ 12 2 -16d @ 2 2 -A35@ 9 w12 -8d 1.20 ( Shear Wall Notes ] GENERAL NOTES (apply to all shear walls) a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along intermediate framing members. b) Block all panel edges with minimum 2x (51mm) blocking. c) Apply nailing to all studs, top and bottom plates and blocking. d) Framing to be a maximum of 24 in (610mm) oc. e) Fasteners shall be driven flush with surface of sheathing. f) Provide solid blocking under the shear walls at the diaphragms to accommodate the bottom plate attachment. g) Offset panel joints on each side of wall minimum one stud bay. SPECIAL NOTES FOR SHEAR WALLS (apply to walls specifically noted) 1) APA Rated Sheathing EXP1 /EXP2 /EXT or C -C /C -D /Struct II Plywood. 2) Provide 3x's (76mm) at adjoining panel edges w /nails staggered. 3) Provide minimum 3x (76mm) blocking or joists beneath bottom plate with bottom plate nails staggered. 4) Walls >0.35 klf use a minimum of a 3x sill. For walls between 0.35 and 0.60 anchor bolt spacing has been decreased by 1/2 (use 2x). 5) Framing to be a maximum of 16 in (610 mm) o.c. for shear walls 1 and 2. 6) Provide nailing at intermediate supports the same as edge nailing in shear walls that use GWB (shear walls 1 and 2). 7) For shear walls 2, 7, 8, and 9, panel joints shall be offset to fall on different framing members or framing shall be 3" nominal or thicker, and nails on each side shall be staggered. —L nVluvwll .0L11C11U1C Simpson Strong [ Simpson 2004 J L bi -Tie Holdown] Catalog ] 111 b pec.CS J — Foundation Level [D Type Stud Fastner Anchor Cap Detail # Type to Stud Bolt Kips Number '-I N el W in l0 h co 01 STHD8 X X '1 X X X X k X N N N NNd'di W l0 N N N N N (24) 16d - -- 2.37 (2)CS20(36 ") STHD10 (28) 16d - -- 2.99 (2)CS18(36 ") STHD14 (38) 16d - -- 4.43 (2)CS16(48 ") PHD6 (18)SDS3 7/8 "0 5.86 to PHDB (24)SDS3 7/8 "0 6.73 2)MST48 HDQ8 (20)SDS3 7/8 "0 8.33 2)MST60 HD10A (4)7/8 "0 7/8 "0 9.54 2)MST72 HD14A (4) 1" 0 1" 0 11.08 HD15 HD15 (5) 1" 0 1 -1/4 "0 15.30 ---t nolaown bcneaule J Simpson Strong -Tie Simpson 2003 Catalog 1 fir Holdown ] ] 111 bpecs b J Other Levels HD Type Stud Fastener Tie Cap Detail # Type to Stud Rod Kips Number '-I N el W in l0 h co 01 CS18(36 ") 2x (18)10d - -- 1.27 (2)CS20(36 ") (2)2x (18) 8d ea - -- 2.01 (2)CS18(36 ") (2)2x (18)10d ea - -- 2.54 (2)CS16(48 ") (2)2x (28) 8d ea - -- 3.30 MST72 3x (56)16d ea - -- 5.80 2)MST48 (2)3x (42)16d ea - -- 7.63 2)MST60 (2)3x (46)16d ea - -- 8.92 2)MST72 (2)3x (56)16d ea - -- 11.60 HD15 6x (5) 1 "0 5/4 "0 15.30 [ Holddown Notes ] GENERAL NOTES a) Minimum concrete compresive strength to be 2.5 ksi (17.2 MPa). b) Refer to manufacturers' catalogs for minimum distance to foundation corner. c) Refer to manufacturers' catalogs for minimum backing member size. d) Refer to manufacturers' catalogs for anchor bolt embedment depth. e) Posts at holddown: 2x & 4x (38mm x and 89mm x) - -- #2 or better 6x ( 140mm x ) #1 or better f) The anchor type holddowns at other levels shall have a pair, one above and one below, tied by a threaded rod. g) Use STHDSRJ for STHD8, STHD1ORJ for STHD10, and STHD14RJ for STHD14 where rim joists are installed. The stud fastener for STHD's shall be 16d sinkers. j) Minimum stem wall to be 6" wide for _- story buildings, 3" wide for buildings having 2 or more stories ( Drag Strut Notes ] GENERAL NOTES (apply to all drag struts) a) Each listed drag strut is the minimum size for the design drag force and may be replaced by members with larger cross sections. b) Double top plates to be graded Standard or better (Ft critical). c) 4x and 6x members to be graded No.2 or better (Ft critical). SPECIAL NOTES FOR DRAG STRUTS (where specifically noted) 1) The length of the metal strap is the total nailing length, one half applies within shear wall, the other half beyond shear wall on the drag strut. The number of nails to metal strap connector is the total number of nails required, one half applies within shear wall, the other half beyond shear wall on the drag strut. 2) The anchor tie shall have a pair, one applies within shear wall, the other beyond shear wall on the drag strut. L ,.y v,...,.‘. [ Simpson Cnnctr [ Simpson 1996 .o,,aicuuic 1 wi . ] Catalog ] / S�._. III . _ Conn Drag Fastner Thru Cap Note it Type Strut to Cnnctr Rod Kip; 24 " -CS16 DBL TOP PL (22) -10d -- 1.65 rl rl rI rl rI N N NN (2)24 " -CS16 DBL TOP PL (22) -10d ea -- 3.3( (3)24 " -CS16 4x 6 (22) -10d ea -- 4.95 155 "- CMST14 4x 6 (88) -10d -- 6.79 [21 202 "- CMST12 4x 6 (118) -10d -- 9.64 (2) -HD14A 4x 6 ea (4)- 1" 0 1" 0 11.08 (2) -HD15 6x10 ea (5)- 1" ¢ 1 -1/4 "0 15.30 (4) -HD10A 6x10 ea (4) -7/8 "0 7/8 "¢ 19.80 (4) -HD15 6x10 ea (5)- 1" 0 1 -1/4 "0 30.61 ( Drag Strut Notes ] GENERAL NOTES (apply to all drag struts) a) Each listed drag strut is the minimum size for the design drag force and may be replaced by members with larger cross sections. b) Double top plates to be graded Standard or better (Ft critical). c) 4x and 6x members to be graded No.2 or better (Ft critical). SPECIAL NOTES FOR DRAG STRUTS (where specifically noted) 1) The length of the metal strap is the total nailing length, one half applies within shear wall, the other half beyond shear wall on the drag strut. The number of nails to metal strap connector is the total number of nails required, one half applies within shear wall, the other half beyond shear wall on the drag strut. 2) The anchor tie shall have a pair, one applies within shear wall, the other beyond shear wall on the drag strut. Designs Unlimited Time : 07:26 :34 Date : 10 -26 -2005 Ht (ft) 8.0 - 8.0 - SUMMARY SHEET SEISMIC DATA: ManualIBC BSF Y -Axis BSF X -Axis Snow Factor WIND DATA: ManualIBC Story 2 Story 1 0.110 = 0.110 0.250 Wind Exposure = B Wind Speed = 85 Structure = Encl /Unencl Imp Factor = 1.00 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 1 of 7 Load Summary 11 to Y 11 to X Level (K) DL Seis Wind DL Seis Wind 2 - 25.0 3.8 7.5 24.4 3.7 6.3 1 - 31.0 2.4 4.0 30.4 2.3 3.7 -- Base Total 6.2 11.5 6.0 10.0 Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 INPUT DATA - Walls WALLS Parallel to Y -Axis X X Y WALLS Parallel to X -Axis Y Y X WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 2 of 7 Calc Plot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL Span Width Span (ft) (ft) (ft) (ft) (ft) (ft) (Ksf) (ft) (ft) (ft) Story 2 Line 1 Wall 1 0.0 0.0 0.0 8.0 18.0 18.0 0.015 0.0 2.0 0.0 Wall 2 0.0 0.0 21.0 8.0 21.0 21.0 0.015 0.0 2.0 0.0 Line 4 Wall 1 50.0 50.0 4.0 8.0 14.0 14.0 0.015 0.0 2.0 0.0 Wall 2 50.0 50.0 25.0 8.0 17.0 17.0 0.015 0.0 2.0 0.0 Story 1 Line 1 Wall 1 0.0 0.0 6.0 8.0 21.0 21.0 0.015 0.0 2.0 0.0 Wall 2 0.0 0.0 31.0 8.0 15.0 15.0 0.015 0.0 2.0 0.0 Line 3 Wall 1 29.0 29.0 26.0 8.0 20.0 20.0 0.015 0.0 2.0 0.0 Line 4 Wall 1 50.0 50.0 6.0 8.0 12.0 12.0 0.015 0.0 2.0 0.0 Wall 2 50.0 50.0 25.0 8.0 17.0 17.0 0.015 0.0 2.0 0.0 Story 2 Line A Wall 1 0.0 0.0 0.0 8.0 6.0 6.0 0.015 0.0 26.0 0.0 Wall 2 0.0 0.0 18.0 8.0 14.0 14.0 0.015 0.0 26.0 0.0 Wall 3 0.0 0.0 38.0 8.0 8.0 8.0 0.015 0.0 26.0 0.0 Line D Wall 1 42.0 42.0 0.0 8.0 4.5 4.5 0.015 0.0 26.0 0.0 Wall 2 42.0 42.0 10.0 8.0 4.5 4.5 0.015 0.0 26.0 0.0 Wall 3 42.0 42.0 36.0 8.0 3.0 3.0 0.015 0.0 26.0 0.0 Wall 4 42.0 42.0 47.0 8.0 3.0 3.0 0.015 0.0 26.0 0.0 Story 1 Line A Wall 0 0.0 0.0 4.0 0.0 0.0 0.0 0.015 0.0 10.0 0.0 Line B wall 1 2.0 2.0 4.0 8.0 10.0 10.0 0.015 0.0 10.0 0.0 Wall 2 2.0 2.0 25.0 8.0 7.0 7.0 0.015 0.0 10.0 0.0 Wall 3 2.0 2.0 37.0 8.0 9.0 9.0 0.015 0.0 10.0 0.0 Line C Wall 1 26.0 26.0 7.0 8.0 14.0 14.0 0.015 0.0 10.0 0.0 Wall 2 26.0 26.0 24.0 8.0 5.0 5.0 0.015 0.0 10.0 0.0 Line D Wall 1 42.0 42.0 36.0 8.0 3.0 3.0 0.015 0.0 10.0 0.0 Wall 2 42.0 42.0 47.0 8.0 3.0 3.0 0.015 0.0 10.0 0.0 Line E Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 INPUT DATA - Walls WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 3 of 7 Calc Plot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL Span Width Span (ft) (ft) (ft) (ft) (ft) (ft) (Ksf) (ft) (ft) (ft) WALLS Parallel to X -Axis Y Y X Wall 0 46.0 46.0 0.0 0.0 0.0 0.0 0.015 0.0 10.0 0.0 Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 LINES Parallel to Y -Axis INPUT DATA - Diaphragms WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 4 of 7 Build Dead Part Live Start Cant Ext Wind Wind Dimen Load Load Load Dia Dia Wall Load Uplift (ft) (Ksf) (Ksf) (Ksf) (ft) (Ksf) (klf) (ksf) Roof Level Lines 1 4 42.0 0.010 0.000 0.000 0.0 0.010 0.150 0.000 Level 1 Lines 1 3 46.0 0.010 0.000 0.000 0.0 0.010 0.080 0.000 Lines 3 4 46.0 0.010 0.000 0.000 0.0 0.010 0.080 0.000 LINES Parallel to X -Axis Roof Level Lines A D 50.0 0.010 0.000 0.000 0.0 0.010 0.150 0.000 Level 1 Lines A B 50.0 0.010 0.000 0.000 0.0 L 0.010 0.080 0.000 Lines B C 50.0 0.010 0.000 0.000 0.0 0.010 0.080 0.000 Lines C D 50.0 0.010 0.000 0.000 0.0 0.010 0.080 0.000 Lines D E 50.0 0.010 0.000 0.000 0.0 R 0.010 0.080 0.000 Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 t OUTPUT DATA - Shear Walls and Holddown Forces Line Shear Wall Shear H Drag Force Holddowns CSeis Wind CSeis Wind - -- Lt Rt Left Rght (k) (k) (klf)# (klf) ## W (K) (K) (K) (K) WALLS Parallel to Y -Axis WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 5 of 7 Story 2 Redundancy Factor 1.00 Ln 1 1.9 2.7 Wall 1 0.049 0.069 0.4 0.0 0.0 Wall 2 0.049 0.069 0.4 0.0 0.0 Ln 4 1.9 2.7 Wall 1 0.061 0.086 0.6 0.4 0.0 Wall 2 0.061 0.086 0.5 0.5 0.0 Story 1 Redundancy Factor 1.00 Ln 1 2.6 3.5 Wall 1 0.072 0.097 0.4 0.0 0.0 Wall 2 0.072 0.097 0.5 0.0 0.0 Ln 3 1.2 1.4 Wall 1 0.059 0.071 0.4 1.1 0.0 Ln 4 2.4 3.3 Wall 1 0.083 0.113 0.7 0.0 0.0 1.0 1.0 Wall 2 0.083 0.113 0.5 0.0 0.0 WALLS Parallel to X -Axis Story 2 Redundancy Factor 1.00 Ln A 1.9 2.2 Wall 1 0.066 0.080 1.3 0.0 0.3 Wall 2 0.066 0.080 0.6 0.5 0.2 -- Wall 3 0.066 0.080 1.0 0.0 0.3 Ln D 1.9 2.2 Wall 1 0.124 0.150 1.8 0.0 0.7 1.1 1.1 Wall 2 0.124 0.150 1.8 0.3 1.0 1.1 1.1 Wall 3 0.165 0.150 2.7* 0.4 0.0 1.3 1.3 Wall 4 0.165 0.150 2.7* 0.4 0.0 1.3 1.3 Story 1 Redundancy Factor 1.00 Ln A 0.0 0.0 Wall 0 0.000 0.000 1.0 0.0 0.0 Ln B 2.6 3.0 Wall 1 0.098 0.117 0.8 0.2 0.3 Wall 2 0.098 0.117 1.1 0.3 0.0 Wall 3 0.098 0.117 0.9 0.3 0.2 Ln C 1.0 1.1 Wall 1 0.053 0.060 0.6 0.2 0.5 Wall 2 0.053 0.060 1.6 0.4 0.7 Ln D 3.3 2.9 Wall 1 0.546 0.489 2.7* 0.7 0.3 6.5 6.5 Wall 2 0.546 0.489 2.7* 0.4 0.0 6.5 6.5 Ln E 0.0 0.0 Wall 0 0.000 0.000 1.0 0.0 0.0 Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 OUTPUT DATA - Shear Walls and Holddown Forces WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 6 of 7 Line Shear Wall Shear H Drag Force Holddowns CSeis Wind CSeis Wind Lt Rt Left Rght (k) (k) (klf)# (klf) ## W (K) (K) (K) (K) WALLS Parallel to X -Axis S- Support required beneath holddown M- Manaul input of holddown # Adjusted per Table 2305.3.3 # #Adjusted per 2306.4.1 Designs Unlimited Time : 07:26:34 Date : 10 -26 -2005 LINES Parallel Roof Level Lines 1 4 1.2 Level 1 Lines 1 3 0.6 Lines 3 4 0.5 LINES Parallel to X -Axis Roof Level Lines A D 0.8 Level 1 Lines A B 0.0 Lines B C 0.5 Lines C D 0.3 Lines D E 0.1 OUTPUT DATA - Diaphragms and Chord Forces WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 7 of 7 H Dia Load Seismic Shear Wind Shear Chord Force - -- Seismic Wind Left Right Left Right Max at W (Kips) (Kips) (Klf) (Klf) (Klf) (Klf) (Kip).xxL to Y -Axis 3.80 7.50 0.05 -0.05 0.09 -0.09 1.1 .50 1.37 2.32 0.01 -0.01 0.03 -0.03 0.2 .50 0.99 1.68 0.01 -0.01 0.02 -0.02 0.1 .50 3.71 6.30 0.04 -0.04 0.06 -0.06 0.7 .50 0.10 0.16 -0.04 -0.04 -0.06 -0.07 0.1 .99 1.21 1.92 0.01 -0.01 0.02 -0.02 0.1 .50 0.80 1.28 0.01 -0.01 0.01 -0.01 0.1 .50 0.20 0.32 0.00 0.00 0.01 0.00 0.0 .00 Designs Unlimited Time : 07:26:35 Date : 10 -26 -2005 * * * * * * * * ** Detailed Calculations * * * * * * * * ** WALLS Parallel to Y -Axis Story 2 Line 1 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line 1 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line 4 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line 4 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line 1 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 1 Height 8.0 SW Len Seismic 0.877 7.970 0.020 LT 0.000 RT 0.000 LT -0.443 RT -0.443 LT 19.278 RT 19.278 LT -0.628 RT -0.628 Wall 2 Height 8.0 SW Len Seismic 1.024 9.299 0.020 LT 0.000 RT 0.000 LT -0.443 RT -0.443 LT 26.240 RT 26.240 LT -0.807 RT -0.807 Wall 1 Height 8.0 SW Len Seismic 0.859 7.608 0.020 LT 0.000 RT 0.000 LT -0.543 RT -0.543 LT 11.662 RT 11.662 LT -0.290 RT -0.290 Wall 2 Height 8.0 SW Len Seismic 1.043 9.238 0.020 LT 0.000 RT 0.000 LT -0.543 RT -0.543 LT 17.195 RT 17.195 LT -0.468 RT -0.468 Wall 1 Height 8.0 SW Len Seismic 1.508 13.172 0.020 LT 0.000 RT 0.000 LT -0.627 RT -0.627 LT 26.240 RT 26.240 LT -0.622 RT -0.622 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 1 18.0 HD Len 18.0 Wt 0.015 Wind 1.731 13.846 0.020 LT 0.000 RT 0.000 LT -0.769 RT -0.769 LT 15.196 RT 15.196 LT -0.075 RT -0.075 21.0 HD Len 21.0 Wt 0.015 Wind 2.019 16.154 0.020 LT 0.000 RT 0.000 LT -0.769 RT -0.769 LT 20.683 RT 20.683 LT -0.216 RT -0.216 14.0 HD Len 14.0 Wt 0.015 Wind 1.694 13.548 0.020 LT 0.000 RT 0.000 LT -0.968 RT -0.968 LT 9.192 RT 9.192 LT 0.311 RT 0.311 17.0 HD Len 17.0 Wt 0.015 Wind 2.056 16.452 0.020 LT 0.000 RT 0.000 LT -0.968 RT -0.968 LT 13.554 RT 13.554 LT 0.170 RT 0.170 21.0 HD Len 21.0 Wt 0.015 Wind 2.864 22.913 0.020 LT 0.000 RT 0.000 LT -1.091 RT -1.091 LT 20.683 RT 20.683 LT 0.106 RT 0.106 Designs Unlimited Time : 07:26:35 Date : 10 -26 -2005 WALLS Parallel to Y -Axis Story 1 Line 1 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line 3 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line 4 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line 4 Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 2 Height 8.0 SW Len Seismic 1.077 9.408 0.020 LT 0.000 RT 0.000 LT -0.627 RT -0.627 LT 13.387 RT 13.387 LT -0.265 RT -0.265 Wall 1 Height 8.0 SW Len Seismic 1.179 10.486 0.020 LT 0.000 RT 0.000 LT -0.524 RT -0.524 LT 23.800 RT 23.800 LT -0.666 RT -0.666 Wall 1 Height 8.0 SW Len Seismic 0.992 8.566 0.020 LT 0.000 RT 0.000 LT -0.714 RT -0.714 LT 8.568 RT 8.568 LT -0.000 RT -0.000 Wall 2 Height 8.0 SW Len Seismic 1.405 12.135 0.020 LT 0.000 RT 0.000 LT -0.714 RT -0.714 LT 17.195 RT 17.195 LT -0.298 RT -0.298 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 2 15.0 HD Len 15.0 Wt 0.015 Wind 2.046 16.367 0.020 LT 0.000 RT 0.000 LT -1.091 RT -1.091 LT 10.552 RT 10.552 LT 0.388 RT 0.388 20.0 HD Len 20.0 Wt 0.015 Wind 2.000 16.000 0.020 LT 0.000 RT 0.000 LT -0.800 RT -0.800 LT 18.760 RT 18.760 LT -0.138 RT -0.138 12.0 HD Len 12.0 Wt 0.015 Wind 1.899 15.194 0.020 LT 0.000 RT 0.000 LT -1.266 RT -1.266 LT 6.754 RT 6.754 LT 0.703 RT 0.703 17.0 HD Len 17.0 Wt 0.015 Wind 2.691 21.525 0.020 LT 0.000 RT 0.000 LT -1.266 RT -1.266 LT 13.554 RT 13.554 LT 0.469 RT 0.469 Designs Unlimited Time : 07:26:35 Date : 10 -26 -2005 WALLS Parallel to X -Axis Story 2 Line A Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line A Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line A Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line D Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line D Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 1 Height 8.0 SW Len Seismic 0.397 3.495 0.260 LT 0.000 RT 0.000 LT -0.583 RT -0.583 LT 5.814 RT 5.814 LT -0.386 RT -0.386 Wall 2 Height Seismic 0.927 8.156 0.260 LT 0.000 RT 0.000 LT -0.583 RT -0.583 LT 31.654 RT 31.654 LT -1.678 RT -1.678 Wall 3 Height 8.0 SW Len Seismic 0.530 4.660 0.260 LT 0.000 RT 0.000 LT -0.583 RT -0.583 LT 10.336 RT 10.336 LT -0.709 RT -0.709 Wall 1 Height Seismic 0.556 4.688 0.260 LT 0.000 RT LT -1.042 RT LT 3.270 RT LT 0.315 RT Wall 2 Height Seismic 0.556 4.688 0.260 LT 0.000 RT LT -1.042 RT LT 3.270 RT LT 0.315 RT WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 3 6.0 HD Len 6.0 Wt 0.015 Wind 0.675 5.400 0.260 LT 0.000 RT 0.000 LT -0.900 RT -0.900 LT 4.583 RT 4.583 LT 0.136 RT 0.136 8.0 SW Len 14.0 HD Len 14.0 Wt 0.015 Wind 1.575 12.600 0.260 LT 0.000 RT 0.000 LT -0.900 RT -0.900 LT 24.951 RT 24.951 LT -0.882 RT -0.882 8.0 HD Len 8.0 Wt 0.015 Wind 0.900 7.200 0.260 LT 0.000 RT 0.000 LT -0.900 RT -0.900 LT 8.147 RT 8.147 LT -0.118 RT -0.118 8.0 SW Len 4.5 HD Len 4.5 Wt 0.015 Wind 0.945 7.560 0.260 0.000 LT 0.000 RT 0.000 -1.042 LT -1.680 RT -1.680 3.270 LT 2.578 RT 2.578 0.315 LT 1.107 RT 1.107 8.0 SW Len 4.5 HD Len 4.5 Wt 0.015 Wind 0.945 7.560 0.260 0.000 LT 0.000 RT 0.000 -1.042 LT -1.680 RT -1.680 3.270 LT 2.578 RT 2.578 0.315 LT 1.107 RT 1.107 Designs Unlimited Time : 07:26:35 Date : 10 -26 -2005 WALLS Parallel to X -Axis Story 2 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 2 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line A Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line B Wall 1 Height 8.0 SW Len 10. Seismic 0.984 8.397 0.100 0.000 RT 0.000 -0.840 RT -0.840 9.350 RT 9.350 -0.095 RT -0.095 Wall Force: OTM Uniform DL: Header DL : LT Max Down LT Res Moment: LT Holddown : LT Story 1 Line B Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 3 Height 8.0 SW Len Seismic 0.371 3.125 0.260 LT 0.000 RT 0.000 LT -1.042 RT -1.042 LT 1.454 RT 1.454 LT 0.557 RT 0.557 Wall 4 Height 8.0 SW Len Seismic 0.371 3.125 0.260 LT 0.000 RT 0.000 LT -1.042 RT -1.042 LT 1.454 RT 1.454 LT 0.557 RT 0.557 Wall 0 Height 0.0 SW Len Seismic 0.000 0.000 0.100 LT 0.000 RT 0.000 LT -0.000 RT -0.000 LT 0.000 RT 0.000 LT -0.000 RT -0.000 Wall 2 Height 8.0 SW Len Seismic 0.689 5.878 0.100 LT 0.000 RT 0.000 LT -0.840 RT -0.840 LT 4.582 RT 4.582 LT 0.185 RT 0.185 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 4 3.0 HD Len 3.0 Wt 0.015 Wind 0.630 5.040 0.260 LT 0.000 RT 0.000 LT -1.680 RT -1.680 LT 1.146 RT 1.146 LT 1.298 RT 1.298 3.0 HD Len 3.0 Wt 0.015 Wind 0.630 5.040 0.260 LT 0.000 RT 0.000 LT -1.680 RT -1.680 LT 1.146 RT 1.146 LT 1.298 RT 1.298 0.0 HD Len 0.0 Wt 0.015 wind 0.000 0.000 0.100 LT 0.000 RT 0.000 LT 0.000 RT 0.000 LT 0.000 RT 0.000 LT -0.000 RT -0.000 0 HD Len 10.0 Wt 0.015 Wind 1.642 13.138 0.100 LT 0.000 RT 0.000 LT -1.314 RT -1.314 LT 7.370 RT 7.370 LT 0.577 RT 0.577 7.0 HD Len 7.0 Wt 0.015 Wind 1.150 9.197 0.100 LT 0.000 RT 0.000 LT -1.314 RT -1.314 LT 3.611 RT 3.611 LT 0.798 RT 0.798 Designs Unlimited Time : 07:26:35 Date : 10 -26 -2005 WALLS Parallel to X -Axis Story 1 Line B Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line C Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line D Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Story 1 Line D Wall Force: OTM Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 3 Height 8.0 SW Len Seismic 0.885 7.557 0.100 LT 0.000 RT 0.000 LT -0.840 RT -0.840 LT 7.574 RT 7.574 LT -0.002 RT -0.002 Wall 1 Height Seismic 0.740 6.662 0.100 LT 0.000 RT LT -0.476 RT LT 18.326 RT LT -0.833 RT Wall 2 Height 8.0 SW Len Seismic 0.264 2.379 0.100 LT 0.000 RT 0.000 LT -0.476 RT -0.476 LT 2.338 RT 2.338 LT 0.008 RT 0.008 Wall 1 Height 8.0 SW Len Seismic 1.228 9.986 0.100 LT 0.000 RT 0.000 LT -3.329 RT -3.329 LT 0.841 RT 0.841 LT 3.048 $T 3.048 Wall 2 Height 8.0 SW Len Seismic 1.228 9.986 0.100 LT 0.000 RT 0.000 LT -3.329 RT -3.329 LT 0.841 RT 0.841 LT 3.048 RT 3.048 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 5 9.0 HD Len 9.0 Wt 0.015 Wind 1.478 11.825 0.100 LT 0.000 RT 0.000 LT -1.314 RT -1.314 LT 5.970 RT 5.970 LT 0.651 RT 0.651 8.0 SW Len 14.0 HD Len 14.0 Wt 0.015 Wind 1.179 9.432 0.100 0.000 LT 0.000 RT 0.000 -0.476 LT -0.674 RT -0.674 18.326 LT 14.445 RT 14.445 -0.833 LT -0.358 RT -0.358 5.0 HD Len 5.0 Wt 0.015 Wind 0.421 3.368 0.100 LT 0.000 RT 0.000 LT -0.674 RT -0.674 LT 1.842 RT 1.842 LT 0.305 RT 0.305 3.0 HD Len 3.0 Wt 0.015 Wind 2.055 16.440 0.100 LT 0.000 RT 0.000 LT -5.480 RT -5.480 LT 0.663 RT 0.663 LT 5.259 RT 5.259 3.0 HD Len 3.0 Wt 0.015 Wind 2.055 16.440 0.100 LT 0.000 RT 0.000 LT -5.480 RT -5.480 LT 0.663 RT 0.663 LT 5.259 RT 5.259 Designs Unlimited Time : 07:26:35 Date : 10 -26 -2005 WALLS Parallel to X -Axis Story 1 Line E Wall Force: OTM . Uniform DL: Header DL : Max Down . Res Moment: Holddown . Wall 0 Height 0.0 SW Len Seismic 0.000 0.000 0.100 LT 0.000 RT 0.000 LT -0.000 RT -0.000 LT 0.000 RT 0.000 LT -0.000 RT -0.000 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 6 0.0 HD Len 0.0 Wt 0.015 Wind 0.000 0.000 0.100 LT 0.000 RT 0.000 LT 0.000 RT 0.000 LT 0.000 RT 0.000 LT -0.000 RT -0.000 Designs Unlimited Time : 07:26:36 Date : 10 -26 -2005 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to Y axis Story Line Wall LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD ft ft K K 2 4 1 50.00 4.00 0.00 0.31 1 4 1 50.00 6.00 0.00 1.01 2 4 2 50.00 25.00 0.00 0.17 1 4 2 50.00 25.00 0.00 0.64 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 1 Designs Unlimited Time : 07:26:36 Date : 10 -26 -2005 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to Y axis Story Line Wall RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD ft ft K K 1 1 1 0.00 27.00 0.00 0.06 1 1 2 0.00 46.00 0.00 0.17 2 4 1 50.00 18.00 0.00 0.31 1 4 1 50.00 18.00 0.00 1.01 2 4 2 50.00 42.00 0.00 0.17 1 4 2 50.00 42.00 0.00 0.64 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 2 • • Designs Unlimited Time : 07:26:36 Date : 10 -26 -2005 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to X axis Story Line Wall LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD ft ft K K 2 C 3 36.00 42.00 0.56 1.30 1 D 1 36.00 42.00 3.61 6.56 2 C 4 47.00 42.00 0.56 1.30 1 D 2 47.00 42.00 3.61 6.56 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 3 Designs Unlimited Time : 07:26:36 Date : 10 -26 -2005 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to X axis Story Line Wall RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD ft ft K K 2 A 1 6.00 0.00 0.00 0.14 2 C 3 39.00 42.00 0.56 1.30 1 D 1 39.00 42.00 3.61 6.56 2 C 4 50.00 42.00 0.56 1.30 1 D 2 50.00 42.00 3.61 6.56 WOODCAD QLAT (Pro V4.0) File: 3360 -3 Page: 4 Option Glazing Area %ofFloor Glazing U- Factor Door' . U- factor Ceiling - Vaulted Ceiling' Wall Above Grade Wall Intl Below Grade Wall Ext Below Grade Floors SIab On Grade Vertical Overhead" Ili '. Unlimited Group R -3 Occupancy Only 0.40 0.58 . 0.20 R -38 R -30 R -2I R -21 R -10 - R -30 R -l0 zt` z 4 4 . ! x $�. ng beg ff�itit se • Onlyi ` , .g. t s .1 -• Ilo • " L .1V'•3�fK; it ! a ..a• r ��C r i s' .rig`(' "> tl :4 Y . r �Fi { } { K? YA 'V a' - W ✓, x�}i �:. 'WY. ". .:, fi 1 \ ��,yiA ,.,.. X t j 4 .' - -4' �t, �y[kj1 J A > ".. r, 4 ff { � Y .. - „,,,, ..S:t.IY” Y r 0, rOITY OF TUKWILA - BUILDING DIVISION Site Information Lot 1-.0 Address: I(&OXX Sl Avg- S City: t J tcultt,l? State: C4iPt Contactr3)F 1 v Phone: Phone 2: Fax: rat Cop Prescriptive Approach -Simple Forrn P ^• -- For the Washington State Energy Code42003 Edition) - r � D. Climate Zone 1 / FOR COMPLIANCE Annortuco 14 2006 Tukwila VISION Copyright 2002. WSUCEEP02 -056 Copied by permission from the Washington State University Extension Energy Program Prescriptive - Simple Fonn - Climate Zone 1 Table 6.1 • PRESCRIPTIVE REQUIREMENTS et FOR GROUP R OCCUPANCY CLIMATE ZONE 1 . (Unlimited Glazing Option Onlvl See the code text for footnote references This project complies with the following: ✓ The project is a single family residence or duplex ✓ The project is wood frame QR all of the insulation is Interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6 Option 111. ✓ The project will meet all other provisions of the WSEC and VIAQ. The project will take advantage of the following exceptions to the prescriptive option: ✓ 602.6 Exception 1. One door, that is 24 ft. or less, that does not meet the standards is allowed. Location of the door taking this exception ❑ 602.6 Exception 2 7 Doors with a U factor of 0.40 allowed without calculations, Option Manly. Location of the door(s) taking this exception RECEIVED CITY nrTIIKINV SEP 2 8 7.006 PERMS CENTER raa %4S O ptbn Gfabi Area - % of Floor Gleans u-Factor Door' Li-Factoe cok Vaulted Ceiling' wa n Above Grade Wail& ...int o'clOw Grade wan. _est: ce/l Grade - 'Fl • Slab' bri Grade Vertical Overhead" L 12% 0.35 0.58 0.20 1-38 1-30 115 1-15 1-10 1-30 1-10 IL• 15% 0.40 0.58 0.20 R-38 R-30 11-21 1-21 1-10 R-30 R-10 111. 25% Group R-I andR-2 Occupancies Only 0.40 038 0.20 R-38 / U-0.031 1-30/ U-0.034 R-21 / 11-0060 1-15 1-10 R-30 / 15-0.029 1-10 TV. Unlimited Group R-3 and R-4 Occupancies Only 0.40 0.58 0.20 1-38 1-30 1-2I , R-21 R-10 R-30 - 1t-10 -/ L Unlimited Group 1-1 and R-2 Occupancies Only 035 038 0.20 1-38/ U-0031 t'30/ U-0.034 R-2I / U-0.060 R-15 12-10 (-30I U-0.029 140 .• • .• • , • tal State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 Effective 7/1/04 •':.!,101#1rig TABLE 6.1 PRESCRIPTIVE REQUIREMENTS'- FOR GROUP R OCCUPANCY CLIMATE ZONE 1 TOOtnote, t0toMnces Copyright 2004 WSUEEP 02-143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) Condftlonecl plo oeAteoll • • ; 01a4110:.:. 7 Area Webhed Vertical Glazing sAirtieact.o4iiiig ••••."••;:... :•":" • , • ■■ ; GIazing Fratie;:k.e*Fcifiej . • ' afiRollosiatenct:Ihi 7/28/2004 1 of 3 Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 CompdrleOcr l7escribtellS4 One Exempffloor IfZsfSquare 'eerotLe UXA fkterior`aboot . Plan em'orArea and UA (danotihdude exemptboolr rekWeTghtedl.U'zUA /Area - Yertic$l Glazing Ptan •Coinpongnt LD Description Effective 711/04 ' 0eptioreO;4 x.QtaiIpg t ;er U' Copyright 2004 WSUEEP 02 -143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) it Percent .: Witlth tie ght Glazing , Door Door Glazed :Qt, Feet `Feet "';'Area . -Area UA Q:.. yYtltt) '' r(elght GlOng Eit Feet ri Feet r Area - "Sum•o!Area-and t1A Areaweighted llA/Prea UA 7/28/2004 2 of 3 Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 Overhead Glazr Plan �gcnpoij'ent�a D.esth tjora r Effective 7/1/04 S. ascriP(IC u#t, o f ¢crea, anctWaa Copyright 2004 WSUEEP 02 -143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) a IJA 7/28/2004 3 of 3 84/13/2886 22:48 425889641" Bruce S. Macvelgh, P.E. Civil Engineer/Small Site Geoteclinical 14245 59 Ave. S. Tukwila, WA 98168 Office: (206) 242 -7665 Fax; Same TJP PACIFIC LLC PAGE 01/04 % • hmc 25, 2004 Subject: Sensitive Area (Steep Slope) Oeotecbnicai Evaluation for Chris Hill Fortr -Lot Resider tial Short PIat, 16036 51 `n Avenue S., City of Tukwila, WA (Tax ID #537920- 0065 and -0067) Projectbverview: The putposc of this. evaluation is to determine if the steep slopes on or adjacent for this site pose a hazard to the existing residences on the site, to determine the suitable Setbacks or structural requirements for the proposed new residences on the site, and to determine criterla:for stormwater disposal from the new impervious areas which will prevent disturbance of the existing steep slopes. This site is located on the east side of 5l Avenue S., approximately one -half block south of S. 160 Street. It consists of a pair of existing parcels, the total property being rectangular, and approximately 135 feet wide northOspproadmately 285 feet deep -wad. The total site arca is 38,624 SF 0.89 sexes. Ills proposed to divide the parcel mu four lots of 8,832 to 11,125 SF each. The sitc'will be accessed from 51 Avenue S. using a 20 foot wide private road constructed along the center of the property. The southwest and northeast comers of the site bane existing single- family residences and associated yard areas. These residences are prop3sed to remain, with the total number of ncw residences being two, one In the northwolst comer along 5l" Avenue S., and the other In the southeast comer. Site Topography and Existing Oroundoover: The site slopes downward to the east, any from 51' Avenue S. A portion of the frontage a small rockery of an approximate two to three foot height, while the remaining frontage slopes downward at a slope ofapproximately 10-20 percent for the first 20 feet. This arca is existing lawn and driveways. The main body of the site going east slopes more gradually at about 5 percent for a typical distance of 220 to 230 feet This arty is the location of the existing residences and lawn areas, with some moderately sized nibs and landscaping. The reac.10 pentad or so of the site is sloped downward steeply to the east, with portions of the beittom of tea slope being beyond the east property line. The top of slope angles slightly northwest - southeast. This slope is of a fairly uniform height of 35 feet in a 30 RECEIVED CITY ()FT, IKWIIP SEP 282006 Q PERMIT CENTTEEB -� Tja 04/13/2006 22:48 42588964 TJP PACIFIC LLC PAGE 02/04 typical itm of 55 feet, giving a slope of 63 percent or 1.57:1. Since this slope is greater than 4Operceai or 2.5:1, a geotechnical evaluation is required for the development or subdivifrion of the pmperty. This slope area is heavily brushed, the main plant type being blackbatzics, with some small trees scattered along the slope area. Except for some minor grading along the frontage, especially in the small rackety area, the topography of the site appears to be undisturbed from pre - development conditions. The proposed development of the site, that is the construction of two. new single - family residencies, would not appear to requite any substantial earthwork. Impervious area would be added in the form of new roof area, driveway construction and the widening of an existing driveway to serve the two rear lots. The rear portion of the existing residence located in die northeast comer is.25 to.30. feet from the top of slope. The rear of the residence located in the southwest comer is 175 to 185 feet from the top of slope. Soils: Soils were investigated in minor cut and fill areas within the property.and adjacent properties. Trace exposed areas along the face of the steep slope and along the road cut to the northeast of the site were used to determine site soil conditions. Based on the uniformity of material encountered and the depth available for investigation with this level of Survey, actual soil logs were not deemed necessary. (Of not this office has ettensinly investigated another site with similar topography and soils approximately two blocks west of this site.) The soil type found at all locations and at all depths up to the depth of the 35 foot slope face was ea very clean uniform medium to coarse slightly silty sand. Such soils would be of the Indianola sand series common in hillside areas in some areas in the West Seattle - Burien- Takwiia area For septic and storm infiltration ptuposes, the soils would be considered Type 1B. These soils are the result of glacial outwash during the recession of the ice streets and would not be considered glacially compacted or highly dense. No shallow water indicators were encountered and no evidence of springs or perched groundwater were found along the slope face. Discussion: It is the opinion of this office that groundwater would not be possible at depths less than 35 feet below grade at the proposed residential sites, end that water could not saturate the main portion of the site or the slope areas. As such, the possibility .ofsoll saturated seismically induced liquefaction is not possible. 31 2 04/13/2086 22:118 42588964" TJP PACIFIC LLC PAGE 03/04 Similarly, the lack of groundwater and excessive fines (defining the matrix .of the soils) would preclude concerns about formations of saturated muds and resulting gravity inducedslides. The soils of the steep slopes appeared stable en masse. The natural angle of repose of loose sand is approximately 1 :1. Inspection of the existing residence's foundations found " no slops related failures. The primary expected mode of slope failure would be surface erosion of exposed soils. In this respect, the soils could be expected to quickly erode if the existing vegetation is disturbed. The proposed development of the site would not be expected to require disturbance of the steep slope area or it existing vegetation. It is seemmacttded as a general rule of thumb that the foundations for the new residences be placed a minimum of 35 feet from the top of slope, giving an internal slope to bottom of slope of 2:1 or flatter. The City of Tukwila rues the King County Stormwater Manual for development criteria. The guidelines recommend on -sito stormwater infiltration where suitable soils permit. In this case, the soils are ideal for conventional infiltration trenches and/or surface dispersion/ infiltration. It is recommended that the infiltration trenches, etc. for the new residences be place a minimum of 35 feet from the top of the steep slope similar to the foundation set back above. Conclusions and Recommendations: 1. The existing slope area is stable and the existing residences are safe. 2. The new residences should be placed no closer than 35 feet to the top of the steep slope area, ot, alternately, the foundations should maintain a 2:1 or flatter internal slope down to the bottom of the slope. 3. The existing slope groundcover is adequate and should not be disturbed. A.three foot non- disturbance buffer is recommended at the top of the slope. 4. The soils are suitable for stormwater infiltration. An infiltration rate of 5 minutes per inch is suitable for design, and is very conservative. The locations of infiltration trenches or surface infiltration from new impervious areas should be a minimum of 35 feet away from tke top of slope. The stormwater measures should be designed per King County design rules. Soil logs to detamine additional information in support of an infiltration design are not necessary or recommended. 5. A foundation bearing pressure of 2,000 PSF is suitable for the soils on this she. 3 04/13/2006 22:48 42588964 ^ TJP PACIFIC LLC PAGE 04/04 % Questions relating to this evaluation may be directly to tbas office, Bruce S. MacVeigh. .E. Civil Engineer 5 '4 z , HILL01.doe i: .241 6 2 5" " 3) 4 October 5, 2006 David Tully Tully Homes, Inc. 13217 4 Ave SW Seattle WA 98146 -3338 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -363 Tully Homes, Lot 4 — 160xx 51 Av S Dear Mr. Tully: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on September 28, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department needs to be addressed: Bulldine Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached comments. Planning Department: Brandon Miles, at 206 431 -3684, if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: D06 -363 City of Tukwila Department of Community Development Steve Lancaster, Director PAiennifer\Incomplete Letters\2006\Building\D06 -363 Incomplete Ltr #I.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 Determination of Completeness Memo Date: October 3, 2006 Project Name: Tully Homes, Lot 4 Permit #: D06 - 363 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: October 3, 2006 David Tully D06 -363 160xx 51 Ave S LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application cannot be approved as submitted 1. The house does not meet setbacks. The required side setback is five feet with an allowable roof overhang of 18 inches. The overhang for the proposed home exceeds the 18 inch limit. ACTIVITY NUMBER: D06 -363 DATE: 10 -10 -06 PROJECT NAME: TULLY HOMES, LOT 4 SITE ADDRESS: 160XX 51 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: 6 in v Buil n 'vision Public Works Structural ri 141/14 MAX, IA 1-0(0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Notation: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 REVIEWER'S INITIALS: .„ PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete ❑ ❑ Permit Coordinator DUE DATE: 10-12-06 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: DUE DATE: 11 -09 -06 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ DATE: ke Planng Division Not Applicable ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -363 DATE: 09 -28 -06 PROJECT NAME: TULLY HOMES, LOT 4 SITE ADDRESS: 160XX 51 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: u lldin g Div ion Works X PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Th rs.) Complete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg APPROVALS OR CORRECTIONS: Approved ❑ Notation: Incomplete LETTER OF COMPLETENESS MAILED: REVIEWER'S INITIALS: DATE: $N1.+uk Iv-do Planning Division jai Permit Coordinator ❑ DUE DATE: 10-03-06 Not Applicable ❑ PIng' PW ❑ Staff Initials: n , TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 10-31 -06 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: t Departments issued corrections: Bldg Fire ❑ Plnc PW ❑ Staff Initials _ Documents/routing slip.dcc i ` J 2 -28-02 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: httn.: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (0 /A2/V Plan CheckiPermit Number: D06-363 ® 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: Tully Homes, Lot 4 Project Address: 160xx 51 Av S Steven M. Mullet, Mayor Steve Lancaster, Director Contact Person: — Th,PAlei " Phone Number: .lnl, 023 Y t xt R Summary of Revision: Anon. o 0 `v sue. Ft-A7.5 ; o C L - 1 c- Dmir�4- sc 1442 -6a- Pc53aNgIS 904 Y", S ett'l QC's crTh" , S r JQ SheetNumber(s): 714140 (6144.-E -C D R,or PO N) (ssa -r 9) "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: E. Entered in Permits Plus on to -io-ata \appbcauons\ ornts- applications on line\revision submittal Created: 8-13-2004 Revised: bar pcpka GENIC) wnerInformatign t x _ -e gent/Contnc.Ter„sog . � ,�,y. �' "' Owner Name: Tully Homes Agent/Contact: Dave Tully Owner Address: 13217 4th Ave SW Burien, WA 98146 Agent Address: Owner Phone: 206 - 244 - 3282 Contact Phone: 206- 244 -3282 CITY OF TUKW/L).1 Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 CERTIFICATE OF WATER AVAILABILITY Required only If outside of City of Tukwila Water District PERMIT NO.: ari'A: To be completed byapplicatit Site Address: 160XX 51st Ave So This certificate is for the purposes of: 3 new SFR BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ REZONE 3. ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION Estimated number of service connection and water meter size(s): 3 new 3/4" services Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature 1. The proposed project is within 2. ® No improvements required. 1 hereby certify that the above information is true and ( t HIGHLINE WATER DISTRICT / 206 -824 -037 By L Agency/Phone THOMAS jowr (attach map and legal descripdon showing hydrant location and size ofmain):. Vehicular distance from nearest hydrant to the closest point of structure is 135' + - to lot 1, 265'+ - to lots 2 & 4 TUKWILA ❑ OTHER Date /King Permit Cenb ei3uilding Division: 206431 -3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 ART B: TOttilioinpleted utahty disjri The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 3747.96 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general In nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow Information available for Customers intended use. The general information provided by the District is not Intended for and should not be relied upon to design a water system or tire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customers specific location for Customers specific needs. 5. Water Availability: 12J Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ❑ System is not capable of providing service to this project (City/County) DISTRICT ENGINEEihECEIVED CITYfFTEJKWQ! P SEP 2 8 2006 PERMIT CENTER 3/6/2006 Date TX41 sit Print Reuort for 160XX 51st Ave. S. @ hydrant #H2233 Date: Friday, March 03, 2006, Time: 13:41:14, Page 1 ID 4690 Static Pressure (psi) 99.55 Fire -Flow Demand (Om) 1,000.00 Residual Pressure (psi) 91.98 Available Flow @Hydrant (gpm) 3,747.96 Available Flow Pressure (psi) 20.14 1 Print Reuort for 160XX 51st Ave. S. @ hydrant #H2233 Date: Friday, March 03, 2006, Time: 13:41:14, Page 1 P1 • 81.5 H2 81.52 H2 25 h ARY ELLEN PARK, 19b4 S. 161ST ST. 4907 M7899 16215 4ti M8916 TUKWILA ORD. 1314 TUKWILA ORD. 1314 16051 M14806 16049 M1127 16211 M14807 133.35 16036 LOT 3 14853 16 M 8 44 16014 M14803 140.0 12 BO 16218 0 M10838 0 cc c) 16219 M14808 AV0038 o 16218 166.fi. TUKWILA ORD. 312 691M52 N 0 cc 0 M1 7 F- 1 1:100 3 05. 225.0 —C.- HF..r-ILINE WATER DISTRICT ∎ Meter Application/Statement of Charges FUTURE 1 on 3/6/2006 Size 3/4 Service Installation General Facility Charge Local Facility Charge Meter Hang Fee MXU Other Total Due: PROPOSED USE: Section # Meter Hang 160XX 51st Ave So Tukwila 98188 Tully Homes Tully Homes Dave Tully Amount $0.00 $4,200.00 $0.00 $0.00 $0.00 $0.00 $4,200.00 NW26 -23-04 El Size Lot # Phone# Fax # Phone# City Page # # ERU's Service Installation / Meter Hang & Facility Fees See Attached Estimate 2 ERU's X $2,100.00 0 SF X $.40 per SF Customer Notified Fees subject to change without notice. Actual prices will be provided when water service is requested. Polly Daigle Tom Keown A) Thomas Keown, P.E., Construction/Operations Department Manager By Date Date 82 2 Zip See Notes 5 1&4 206 -244 -3282 206 -244 -3282 Notes: New services to be charged time and materials for installation. A bid for service installation will be provided when servicee are requested. All fees must be paid prior to service installation. LFC: previously paid GFC: $2,100.00 per ERU Polly SFR 3/6/2006 Date: Service Installati iervice Address: Plat Name Owner E -Mail Address Agent Mailing Address NOTES: Itemized Charges Prepared By: Reviewed By: Part A: (To Be Completed by Applicant) Purprof Certificate: va Building Permit CI Preliminary Plat or PUD ❑ Other ❑ Short Subdivision CI Rezone Propos Use: Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: 77"..,. p — 1-.Nrc_— Phone:2)( — ayy — 3.2&), Property Address or Approximate Location: Tax Lot Number. I &o 3Y . Is' R-ve S. '77 532020 -acts` Legal Description(Attach Map and Legal Description if necessary): Lrsr a c TTic ac- s I+on-T Pt-04 c.og - aS$ Part B: (To Be Completed by Sewer Agency) 1. 12 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: CI (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. g2 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: $ 100 a. District Connection Charges due prior to connection: GFC: $ 252/ SFC: $ 17 OO "2 UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $ 4250 .70 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required 121 May be Required c. Other. CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY ® Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability certify that the above sewer agency information is true. This certification shall be valid for one year date of signet re. 14816 Military Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 Han c f c C 1ECFIUFf Title art (WTI IKUIILP SEP 2 8 nos PERMIT CENTER 9/ ago 6 Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). I. 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, King 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, and no third person or party shall have any rights 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 Burien, 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 permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must 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 District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non- Availability and this Attachment, and fully u ' • rstand the terms and conditions herein. Applicant's Signs Date License Information License TULLYHI965KS Licensee Name TULLY HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UM 602343568 Ind. Ins. Account Id 99486701 Business Type CORPORATION Address 1 13217 4Th AVE SW Address 2 City SEATTLE County KING State WA Zip 981463338 Phone 2062443282 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 5/10/2004 Expiration Date 5/10/2008 Suspend Date Separation Date Parent Company Previous License TULLYH'003K2 Next License Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 COLONIAL AMERICAN CAS & SUR CO LPM4066246 05/07/2004 Until Cancelled $12,000.00 05/10/2004 Business Owner Information Name Role Effective Date Expiration Date TULLY, DAVID PRESIDENT 05/10/2004 Look Up a Contractor, Electrir;in 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. https: // fortress. wa. gov /lni/bbip/ printer .aspx?License= TULLYHI965KS 11/15/2006 x x x x x x x x x x x x