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HomeMy WebLinkAboutPermit D12-274 - TL INVESTMENTS - LOT 1 - NEW SINGLE FAMILY RESIDENCETL INVESTMENTS LOT 1 4056 S 146 ST D12-274 City oftukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0040000235 Address: 4056 S 146 ST TUKW Project Name: TL INVESTMENTS - LOT 1 Permit Number: D12-274 Issue Date: 10/12/2012 Permit Expires On: 04/10/2013 Owner: Name: Address: TL INVESTMENT GROUP LLC 4055 S 148TH , TUKVVILA WA 98168 Contact Person: Name: BEN TRAN 35109 PACIFIC HY S , FEDERAL WAY WA 98003 BTRAN@RESIDENTIALGRO. C OM Address: Email: Contractor: Name: GREENBUILD CORPORATION Address: 5041 RENTON AVE S , SEATTLE WA 98118 Contractor License No: GREENC *909QQ Expiration Date: 11/18/2012 Phone: 253 - 835 -1516 Phone: (206- 695 -2347 Lender: Name: SELF FUNDED - TL INVESTMENTS Address: DESCRIPTION OF WORK: CONSTRUCT NEW 2145 SQ FT 2 STORY RESIDENCE WITH 420 SQ FT ATTACHED GARAGE. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. Public Works activities include EROSION CONTROL, STORM DRAINAGE, DRWEAWY, WATER SERVICE AND FIRE LOOP WITH DOUBLE CHECK VALVE ASSEMBLY (DCVA) BACKFLOW AND STREET USE. Value of Construction: $263,414.55 Type of Fire Protection: Type of Construction: Electrical Service Provided by: SEATTLE CITY LIGHT Fees Collected: $8,862.47 International Residential Code Edition: 2009 Occupancy per IBC: 22 ** *continued on next page * ** doc: IBC- SF7 /10 D12 -274 Printed: 10 -12 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Y Y Water Main Extension: Water Meter: N Permit Center Authorized Signature: Private: Profit: N Private: Public: Non - Profit: N Public: Date: / 01 f I hereby certify that I have read and examined this permit and know the same to be true and correct. 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 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 and agree to the conditions attached to this permit. Signature: Print Name: (Joni Date: / Q �2 -/a 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 -3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. doc: IBC- SF7 /10 D12 -274 Printed: 10 -12 -2012 9: There shall be no occupancy of a buildinetil final inspection has been completed and feroved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 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: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor /ceiling assemblies and fire - resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. doc: IBC- SF7/10 D12 -274 Printed: 10 -12 -2012 31: The applicant agrees that he or she will a licensed plumber to perform the work oulid in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 36: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 37: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 38: Maximum grade for all projects is 15 %. 39: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 40: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 41: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 42: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 43: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 44: The applicant or contractor shall call Public Works at (206)433 -0179 minimum 24 hours in advance to schedule a mandatory PUBLIC WORKS PRE - CONSTRUCTION meeting with PW Project Inspector. WorkThe applicant must notify the City Project Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 45: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. All inspection requests shall be made 24 hours in advance. 46: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the City Utilities Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. 47: All double check valve assemblies shall be approved by the State Department of Health. 48: Contractor performing work inside the City Right -of -Way shall have a valid Business License with the City of Tukwila. 49: Applicant shall obtain a WM permit from Water District #125 @ 206 242 -9647. Tukwila inspection of water service line is required since the District does'n inspect water lines downstream of the water meter. 50: Applicant shall obtain a sanitary sewer permit from Valley View Sewer district @ (206)242 -3236. doc: IBC- SF7 /10 D12 -274 Printed: 10-12 -2012 CITY OF TUKW4 Community Developm Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY 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 Address: 1 ' I King Co Assessor's Tax No.: 064 OO L©� _ l C i ORC r=^` t i S ✓y `IDS! ' &Jdl .�S t t �.9 Y Name: .� -ritprn Address: ,-,.. 50oi ? p1C 4W S Name: II. _ t N V I m_N I Phone:.23_ t5.._1st L Fax: z6'?,_ `��`1' -\ —47o Email: 0t,Y \ k rc_Sl At��-IaL r�('�+ .r C.-c')(7' Address: ? O o so, 1620 1 Engineer Name: City: i o2 i2 1 kpi-iJ State: Zip: l c6it i ORC r=^` t i S ✓y `IDS! ' &Jdl .�S t t �.9 Y Name: .� -ritprn Address: ,-,.. 50oi ? p1C 4W S City: r 1✓C`,2.p w State: W Aor Zip: 6606 Phone:.23_ t5.._1st L Fax: z6'?,_ `��`1' -\ —47o Email: 0t,Y \ k rc_Sl At��-IaL r�('�+ .r C.-c')(7' Company Name: Address: /1c_c• City: Phone: State: Fax: Zip: Contr Reg No.: Exp Date: Tukwila Business License No.: Company Name: 7 gE - i,-L c.czo Architect Name: Address: (�I 0 9 pk t F-H C I+)611--/-W S. City: ¶ E 7 #t_ to vi, State: dill A_ Zip: 9g.0 c Phone: 2.3.5-3_,s35—) SU Fax: 2...--__.44 Z-44!- fan } Email: Company Name: Ad jtcp t k C 1 Engineer Name: Address: .3c-_-, 01 1C1 i C_ ft l (I {kA/ S City: T-skt_ State: Zip 0 �� Phone: Fax: Email: H:\Applications\Porms- Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - � d Valuation of project (contractor's bid price): $ ( DSO / 0 0 0 5-2 Scope of work (please provide detailed information): Basement ls` floor 2nd floor Garage carport ❑ Deck — covered ❑ uncovered ❑ /020 1-2O Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206 -575 -4407. INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 6�O0 fuel type: ❑ electric as tfurnace <100k btu appliance vent 1 ventilation fan connected to single duct 1 thermostat .— wood/gas stove ___Q_ water heater (electric) ,,/- emergency generator rother mechanical equipment •. PLUMBING: ,A/ / -- i Value of plumbing /gas piping work $ @ 00 1 bathtub (or bath/shower combo) bidet _1 clothes washer 1 dishwasher floor drain _I__ shower lavatory (bathroom sink) r sink 3 water closet 1 water heater (gas) lawn sprinkler system Z gas piping outlets H:Wpplications\Forms- Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT WORM Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. W TER DISTRICT . Tukwila . ❑ ...Water District #125 0... Highline ❑ .. Letter of water availability provided SEWER DISTRICT Tukwila ❑ .. Sewer use certificate ❑ ...Valley View ❑... Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34 ") ❑ .. Technical Information Report (Storm Drainage) 0... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond 0... Insurance 0... Easement(s) ❑ ... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑ ...Construction /Excavation/Fill - Right -of- Way...❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut Cubic Yards 0... Work In Flood Zone ❑ .. Total Fill Cubic Yards 0... Storm Drainage ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control 0... Abandon Septic Tank ❑ .. Trench Excavation 0... Curb Cut ❑ ..Utility Undergrounding 0... Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0... Looped Fire Line Irrigation Domestic Water If ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size " ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone. Mailing Address: City State Zip HAApplications \Forms - Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - liiieLICABLE TO ALL PERMITS IN THIS J 'LICATION — Value of construction — In all cases, a value of construction amount should be entered by t,le 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER 0 Signature: Print Name: THORIZED AGENT: Mailing Address: 1 ' - 4f7L/ c_i\ r Day Telephone: Date: e— 1 41-1 1 Z Cgs) (8 35-1 S1 b H.\Applications\Forms- Applications On Line \201I Applications \Combination Permit Application Revised 8- 9- 1I.docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME TL Investments Group, LLC PERMIT # 1i07 / If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention $192.50 Water /Sewer /Surface Water $1,017.50 Road /Parking /Access $1,650.00 A. Total Improvements $2,860.00 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. $250 (f ) $71.50 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 0 cubic yards Enter total till volume 0 cubic yards $ 71.50 (4) CORRECTION Use the following table to estimate the grading plan review and permit feeLTR# Use the greater of the excavation and fill volumes. 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 S49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS S7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ 0.00 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 321.50 RECEIVED The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission rti►eO F T U K W I L A 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. SEP 2 6 2012 Approved 09.25.02 PERMIT CENTER Last Revised 01.01.11 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) 71.50 (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 0.00 (7) Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15(l00%) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 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. $ 0.00 (8) QUANTITY IN CUBIC YARDS RATE 50 or Tess $23.50 51 —100 $37.00 101 — 1 ,000 $37.00 for 15t 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the ls` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 s` 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 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 A 1 Total A through E $ 0.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown /Foster Pt Water (Ord 2177) $ E. Allentown /Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 71.50 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 $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2011 — 12.31.2011 Total Fee 0.75 $625 •$6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 Clear Form City of Tukwila. Department of Community Development 6300Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: hitu:/4ww. ci.hkwila.wa.us SET RECEIPT Copy Reprinted on 11-01 -2012 at 08:38:11 11/01/2012 RECEIPT NO:R12 -03017 Initials: WER Payment Date: 11/01/2012 User ID: 1655 Total Payment: 252.00 Payee: GREENBUILD CORP, STURGUS PROJECT SET ID: 1101 SET NAME: TL INVESTMENTS SET TRANSACTIONS: Set Member Amount D12 -274 63.00 D12 -275 63.00 D12 -276 63.00 D12 -277 63.00 TOTAL:63.00 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 252.00 TOTAL: 252.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES 000.345.830 252.00 TOTAL: 252.00 SET RECEIPT RECEIPT NO: R12 -02853 Initials: WER Payment Date: 10/12/2012 User ID: 1655 Total Payment: 18,805.09 Payee: TL INVESTMENT GROUP LLC SET ID: 101212 SET NAME: TL INVESTMENT SET TRANSACTIONS: Set Member Amount D12 -274 7,026.28 D12 -275 7,026.28 D12 -276 4,752.53 TOTAL: 7,026.28 TRANSACTION LIST: Type Method Description Amount Payment Check 1899 18,805.09 TOTAL: 18, 805.09 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLUMBING - RES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000.322.100 90830402.5000.53 000.322.102.00.0 90330109.5000.53 000.322.103.00.0 000.322.100 000.342.400 000.345.830 640.237.114 104.367.120 TOTAL: 8,548.95 1,844.00 567.00 2,852.00 756.00 750.00 216.00 216.00 13.50 3,041.64 18,805.09 SET RECEIPT RECEIPT NO: R12 -02394 Initials: WER Payment Date: 08/17/2012 User ID: 1655 Total Payment: 7,441.28 Payee: TL INVESTMENT GROUP LLC SET ID: 081712 SET NAME: TL INVESTMENTS SET TRANSACTIONS: Set Member Amount D12 -274 1,836.19 D12 -275 1,836.19 D12 -276 1,884.45 D12 -277 1,884.45 TOTAL: 1,836.19 TRANSACTION LIST: Type Method Description Amount Payment Check 1892 ACCOUNT ITEM LIST: Description TOTAL: 7,441.28 7,441.28 Account Code Current Pmts PLAN CHECK - RES 000.345.830 7,441.28 TOTAL: 7,441.28 I3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 fp, (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 ba -017 4-1 Project: '-1-1_ .LN1v fr1FtJIS- Type of Inspection: 1- L. --- Address: Li (:)(4, S jWL ST Date Called: _ -• l'17irttbiNGt- -Im•1L Special Instructions: Date Wanted:. a.m. I Li 1 p.m� Requester: • Phone No: ,a Approved per applicable codes. ElCorrections required prior to approval. COMMENTS:: n /it/,& - ,%-yr /el° // ,-e',1/ e 0 ?A /�' _`` & ,(3"Z i. / 41,7 r ...i.n. f rier2470,4 4'�- °. A. eV' 6' /0#9,v07 44p/ ./ Date: PECTION FEE REQUJ ED. Pri9 to next inspection. fee must be at 6300 Southcenter Blvd.. Suit4100. Call to schedule reinspection. -,r. ,.+ • •• .__ • tmktest. _._ _. - -- 4* INSPECTION RECORD . Retain a copy with permit INSPECTIO NO. I" PERMIT NO. �- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: \ A} Type,of „k_14o, _ DI J ✓-1.s• r 1" --"der Address: 24 05-6 '11, 14c0 ---' Sl, Date Called: I Special Instructions: of \� Date Wanted � f' 3 - (3 (ap..rtim Requester: PhoneneNo: 2.Z- (Y'Er3ye ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1 r D / ,se__Ark kote k 1 6 An , . P R D At r o>� - . ■ . A .._4 (i) �aD1 ► LPLI `1! o -,.rr Lh M S pee_ '--t I`c / ° ale IA ( r f)ss r e..d (*sex{ Ik o (e @ .e .c` el: Jr — P IQ Date — L: — (3 Ins ector:~ ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 4 2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 2 27 y CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 tc, (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 Project: `T—l.. - . l icrc i me k1t C., Type of Inspection: Fit■S A L- - ► I.,;% It (i t1/41C-3 Address: H 0 5 G s I LI (n Si S► Date Called: - leyLc o h- _-- rl c, Special Instructions: j cos %ti %.I - /Ia,P,tv'('c_11 Date Wanted:_., ' ' a.. e `i Requester: 6/95 -1;4-4 1 -- Ap iac- of . Phone No: ! 2-29 %','c. 5o,p"c' x.1214 -1-i, v., 4009•erii?o'. Approved per applicable codes. ® Corrections required prior to approval. 7 COMMENTSp,4 F / --Gy.- 4/etwie iC. L4 /A74 - 4,P1(44°1 (P) ,f /7,,1,..) - liv5z1/' - A' iovP(! �� L11 r,'i i_—(Q3211 - fj },D!'a1%n / j cos %ti %.I - /Ia,P,tv'('c_11 . r it i fo t i n ito o A/ y. 1 1 4 I - 415,9.41-,d , 6/95 -1;4-4 1 -- Ap iac- of . %','c. 5o,p"c' x.1214 -1-i, v., 4009•erii?o'. b /4) OA' .�,/ 1N'e % i0J,,1 .a N -S to �} T1i, n1 5--c/ 0 )/- /.s-,.(-1 ' J-1s ,;,/,(AJ ` o(1;,‘I G4 „7 .' ,. .,vis' 2) )17, ti'lj,.„ .. i ,ti"'- Nf 3, PI Olt. tLidy-k c :,v at -• e;'i‘ce . 11', C-1.1114/ • A-%lrfila fnspe N NSPECTION FEE RfAUIRED. Prior to next inspection, fee .must be id at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: L. -,,� �11,)v�i'tCl� .� Type otln' pec�tiypn: Me .,� Iv .1r1 Address: Yl„ 4055e) 1244,60 — St Date Called: iv D7^ Special Instr ctions: Q (07/ -7 (--0 (`—. r " Date Wanted:. - 2-1' - t3 ti; Requester: Phone �N 2U _ b 3 CE EiApproved per applicable codes. ®' orrections required prior to approval. COMMENTS: '' ff ll 0 r � - tt� ,l& .e a l .11(0G 1J iv D7^ L-oA A ea eek [1 ver, lc V e o (ok-f a, I A c--e( o4 IN AT P f -QA`r MDT- c-- (a.: e. ; (\ - Inspe or: Date _ n REINSPECTION FEE REQUIRED.iPrior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 4 /1 INSPECTION RECORD Retain a copy with permit. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 - Ib12-2-n4 PERMIT NO. Project: T L -5-.tJ V gs-i evw o.n S Type of Inspection: "T- tJ Address: / 1-10S(0 S 1 -1.- � 1 -- L-1(. Date Called: . Special Instructions: Date Wanted:. 3 -g - a.m Requester: aoo -Z ••8 _- €3358 Phone No: Approved per applicable codes. 0 Corrections required prior to approval. . COMMENTS: Date.. REI = ' ECTION FEE R QUIRED. Prior to next inspection, fee mustbe said at 6300 Southcenter Blvd.. Suite 100. Call to sclhed'ule reinspection. • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA &1L88 (206) 431 -3670 Permit Inspection Request Line (206) 431-24511' D2-27L-1 Project: l L _T-t iogSi Yti1.R S Type of Inspection: LOA I I L►L'\TTc t' Address: 11105te S H( s;. Date Called: Special Instructions: Date Wanted:. ' R ` a.m` p.m. Requester: Phone No: ( -06,- 8- 535P, NV1 Approved per applicable codes. El Corrections required prior to approval. 6 COMMENTS: I sped, - r: Date: NSPECTION FEE REQUIRE . Pri¢r to next inspection. fee must be id at 6300 Southcenter Blvd.. uite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 121' bI2- LAt/ Project: -1 I— 1 Kl JQST ft 0-IS Type of Inspection: bificAztm . l- J Address: , A �- `® 5 1 `i (� `] ► Date Called,, •05 i'�� 1Z A tvlif1J 6 Special Instructions: Date Wanted:. 2 - 2 6 - 13: am. Requester: ., Phone No: 0C,-228 335a Nkpproved per applicable codes. Corrections required prior to approval. 7 COMMENTS: Insp ri REIMS? CTION FEE REQUIkED. Prior to paid 6300 Southcenter Blvd.. Suite 100.) Date: wz3—./3 ext inspection. fee must be all to schedule reinspection. INSPECTION RECORD Retain a copy with permit .� IN SP CTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 tz, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: r,L ..ENU STn )/,v 3 Type of Inspection: /2 /-1/712-A)6 �''V_ Address: 7'o,6 5 /4/6 S Date Called: ) 11A0 4 Ar Qn/ Di tiv'U /n/ j 107 Special Instructions: Date Wanted: ,-,2 --2. "--- /3 a pm: Requester: Phone No: CRQ 4 0358 Approved per applicable codes. Corrections required prior to approval. COMMENTS: P 4 - ... a F1 le 13 AO 4 ,Cbre Sp rity k)a / Sys-1 it 10 �''V_ i7--- g o —r ivi P - )3 r 60 t•--/ M 6 ? fit 1, , 740 . F/' 6 ✓� a �� T ?/-Z x % l /) ) 11A0 4 Ar Qn/ Di tiv'U /n/ j 107 0,1 rd/ .4-6- x , i 1 Date: z� ---jam 1 INSPECTION FEE REQUITED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. --49c INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Plojeeft: (L�. `r�iJ �/e T MAg. S Type-of Inspection: tr A M A G Addre s: _ ( i ST Date Called: Special Instructions: n i/t� e Date Wanted a.m. Requester: /1 tom- 4 Q _S p r e1 6. Q Phone Nor 47.° 22-x'- Y353 EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: (9 1vUt l—' —A '.- e to I /1 tom- 4 Q _S p r e1 6. Q 1 ,. _ 1 Vb.& REINSPECTION FEE REQUIRED. rior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reiT spection. In pector: Date: z. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 ._ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ...T - 1∎WeS i. Mc PS Type of Inspection: R 1611 -1►J Address: 14 O 5 G S 1 k-16 S-i` Date Called: Special Instructions: • Date Wanted:. r2_6 -(]3 p.m. Requester: Phone No: aO (o -22 s -8259 'Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: (t)AtbStrlftv c4tcktT= q-rrle�P . 0...Je P it_ eetor: Date' . - CA /rte- -t. 2-- Cs —i I PECTION FEE REQUIR D. Prior to net inspection. fee must be ivy at 6300 Southcenter Blv .. Suite 100. Cal to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ix, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prod — .�N v e'SFA - XS TZio( )60ion- s Addr s go _ 14 6 Date Called: Special Instructions: J Date Wa1►ted:.,,�p ` 3 4 t Reques_te�r: Ph a No: __0 r �n ss, Approved per applicable codes. Corrections re uired prior to approval. COMMENTS: 0 ( In4pector: Dates , ) . REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP CT ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro' Type f Inspection: i<0 0 Addr ss:_ Date Called: Special Instructions: L tj-r--i.2.--- Date Wanted — 1? -1_ Gf` m t Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: nJe .ouu SAP Re - Insp�ctor: ! k n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dated s� / INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 �f� Project: 'T1_a_mvEs► roErri Type of Inspection: za u(�ti -T"/4 PL ) ate. Address: T� Date Called: Special Instructions: Date Wanted 1 _' 3 P.m. Requester: Phone No: QLApproved per applicable codes. ElCorrections required prior to approval. T COMMENTS: )4f..4110-4.1 1— a 6 6Inspectp F-1-1;! SPECTION FEE REQUI paid at 6300 Southcenter Blv Date. D. Prior to next inspection, fee must be ., Suite 100. Call to schedule reinspection. INSP.ECTION RECORD . Retain a copy with permit, INSPE9ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 tit (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspe tion:S Adssy s ( 6 Date Called: Special Instructions: Date Wanted:. ( — c 3 g-n--ilm 'Requester: Phone No: -7,6 (-7 46 s 47 Approved per applicable codes. Corrections required prior to approval. CO NTS: Date: PECTION FEE REQU RED. Prior to next inspection, fee must be at 6300 Southcenter Blvd., Suite 100. 'tall to schedule reinspection. INSPECTION RECORD Retain a copy with permit W t Z -Z 7 INSPECT ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670. Permit Inspection Request Line (206) 431 -2451 Project: T L .:l_auPS-, iAF •c-, Type of Inspection: • Address: Wu5(1, S t y (4' Ste` Date Called: (2... (2... a"1 S} 1 Special Instructions: Date Wanyed:. 12- /1011-2- ' p.m., Requester: • Phone No: ‘tilAppierd per applicable codes. Corrections required prior to approval. COMMENTS: 1 Peet e f Date: REI)VSPECTION FEE REQ RED. Prior t next inspection. fee must be . p. d at 6300 Southcenter Blvd.. Suite 10 . Call to schedule reinspection: • a • 1 1 4 l • f I l INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: �L. .✓tf.S i /YVA/T S - 11; Type of Inspection: Sy 2 C y7� Address: 6 s 'vc ST Date Called: Special Instructions: Date Wanted:. //- -2 a - /2 m. Requester: Phone No: 6206 -. 8 - 6235 e Approved per applicable codes. El Corrections required prior to approval. COMMENTS: r1pect r• CLwwl Date: / /r.1 r3 42,-- SPECTION FEE REQUIRED. Pr�,6r to next inspection, fee must be d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 0 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: • --r-L _usvcsTYvf!ztc. Type of Inspection: I"CAt a.i6 6iT1O&1 IA1A 1 l S �,e A �d PCR 0P✓■s ; Address: 1-145 CO S 1 U ( ST- Date Called: C-, t? ru kE tjcvte 44 Special Instructions: Date Wanted: . It's -(Z m. Requester: Phone No: ,2.0(r)— 2.2S`' 8358 © Approved per applicable codes. Corrections required prior to approval. COMMENTS: ( ' ) 61 (dL1d WelVk - A'Jb r itv& S �,e A �d PCR 0P✓■s ; Apfp r "le' cJ P. 4- r•..t,' L4-3 LtISULA i rsb� (eT4A.if� (pA A Af 4 11 OA S'' p L — 40 R4 L Mspecttoor: Date: it 5-'t El I1AI `SPECTION FEE R /QUIRED. Prior to next inspection, fee must be pat 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Protect: J�s� WI Type of Inspection: v' IC Addre3.s:(0 s, ( 1444 'it Date Called: Special Instructions: L Q } � Date Wanted:. a.m. �^ Requester. Phone o/: 2 (4 - 2-2? --.3-C6-- ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ins ector: Date O. 2' - � ri "—I REINSPECTION FEE REQUIREb. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4:° INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 fJC D1 7LI Project: 1 L... S NI J Ps i 1Mo wi Ca Type of Inspection{ Co NA I A.K..` IC Address: 1-)05 Co S/ L--16, 5.-3— • Date Called: Special Instructions: ,,o C)302 '5_0 1 Date Wanted:. !D -2 5-1 7, ��l p.m. Requester: Phone No: GD-06 -12.G -65 u ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: Inspectr: Date.) a �• n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be • paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �... -b a.4a_..4*11 z.rV INI rndigorA16 ten.. sabb•M2. a.ba..,.tr w a INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 • Project: , _ J -1, —j i!1IeS" lre/AJS —�L I Type of Inspection.- 9"I �ec�. — Yard h seed ea/ . Fi vdeei Ad 3/0 54 5 /54 -f- Called: Date C OS)/6)/3 .ruled Special Instructions: �c Cns. re- I+ 7 Date Wanted: 05 ) / 3I i3 a p.m. Requester: / isk.4 /7 ( / /1Cc A-t /1 Phone No: , - s- j5 e bff r. lApproved per applicable codes. D Corrections required prior to approval. COMMENTS: — Yard h seed ea/ . Fi vdeei yafa - Not fest;irfd _ CF (No 41, voto% sqs +e,n. .ruled - ;0.,(e - ilt-n t e d Inspector: Date: 5 13 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. _ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: -' L lin Ve - X1-8 ype of Inspectio . f'140'10--e Address 5 • 1 I �c • Date Called: 5 113 1 13 Special Instructions: , - c-i;•)&ep Date Wanted: 40 6 t1 D f 13 p.m. Requester: j Phone -Nv - aaw '13S8 ElCorrections required prior to approval. COMMENTS: - fiu I A A , pc7ewle - Y erk -tJCVFl- on Arc. 5yS -fern prti, r 1-0, -P„ A . , - c-i;•)&ep - !Ikea( Dc.0 - Fena(P J - _- keeo 40 rout( yard u. i4 S erof or v.dof prtar -10 —final - p 'erc,t; r‘ fl pre on 6F per rl ll+ (on ot f it6nS - Inspector: Date: 1(011 3 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. sp INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 12-- J- r1! /eS-t; Ike s - hf 1 Type of Inspection: .5- Address: 1716570 S 1 V6 S-- Date Called: it /c,/'i.D Special Instructions: Date Wanted:. Ji h3),:a ('a.m. p=m' Requester,: 1--kt ' el 01,4 10 1 Phone No: 2n1— 2SLS.35k 121Approved per applicable codes. EJCorrections required prior to approval. COMMENTS: D-Aois And.-t` lz of Ix) pee- 1 ern_ k- Fo 6,ar. (i(I, Inspector: DS Date: 1 1 I I.'-t !f 2 . ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule r,.einspection. - INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: --r 1.... INv s -e Fire Alarm: --S Typ of Inspe on: /e S ■ „).4- L f Address: , b g—t Suite #: S 1 '/ 6 f-- Contact Person: Special Instructions: Phone No.: RApproved per applicable codes. I I Corrections required prig t� approval. COMMENTS: 5Y lokc, ': - J Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: '' Occupancy Type__ .. Inspector: JO — - Date: 57/ y// Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • -:•••...a.- -.+vim. r•••• • INSPECTION RECORD Retain a copy with permit -S- b i,2 - 7 I INSPECTION NUMBER w =rr: • PERMIT NUMBERS • CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: • T L i N cipSf Type of Inspection: • `S P 47 N44 Address: Li s.y r. it( 6.-t-I___.: Suite #: Contact Person:.; Special Instructions: _ Monitor: Phone No.: [- Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: ( ti. . - ' Hood & Duct: _ Monitor: Pre- Fire: 7‘NA1 --� . :; : '. • ; Needs Shift Inspection: Sprinklers: Date: (430 // 3 E Fire Alarm: Hood & Duct: _ Monitor: Pre- Fire: Permits: Occupancy Type :; : '. • ; • Inspector: L g,,„ S— a= Date: (430 // 3 E Hrs.: I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc - 6/11/10 T.F.D. Form F.P. 113 • err• • ..� INSPECTION RECORD Retain a copy with permit - s - C INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 — 206 - 575 -440 Protect: j 1L 10 C/ej41iner S Type of Ins ection: S ) ro 1 CO V-oz, N. Address: u 05 (I S 1 ti 43, 4'4-- ------ Suite #: _ _ Contact Person: N Special Instructions: /' Phone No.: I'2-°t TA- Approved per applicable codes. r Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: 5114- /000 I'2-°t c7/0 5 h i 0.7 / ®7 j?, Lt tAizJf -rte. 51- - v k- 9.(0 k - . .. .. ..._ _ ..._ .. - -0l< ' 10 Ce7U -r r .,x, •x .. ! 1 r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: A,.., ) L_ Date: 210.41 " / 3 Hrs.: a $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address - Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 oo w • FILE COPY perrItt No. STRUCTURAL CALCULATION Prepared By ACHOR, INC. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Tel. (253) 835 -1516 , Fax. (253) 441 -4207 (Job # 12 -56AE) l") Prepared For Wind Speed = 85 mph, Exposure: "B" TL Investment, LLC. LOT #1 4056 S 146th ST Tukwila, WA July 26, 2012 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION RECEIVED AUG 17 2012 PERMIT t, 'NTER Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 BASIS OF DESIGN BUILDING CODE: GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATION: DESIGN LOADS 2009 Edition of the International Building Code Roof Live Load = 25 psf. (snow) Roof Dead Load = 15 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. Wind Speed = 85 mph, Exposure: B Seismic Site Class: D Seismic Design Category: D Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure = 1,500 psf. ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR LIVE LOAD: FLOOR DEAD LOAD: Roofing 1/2" Plywood Sheating Insulation Trusses & 1/2" GWB Lighting, Mechanical, Electrical, Misc. Flooring 3/4" Plywood Sheathing Insulation Floor Joists & Beams Lighting, Mechanical, Electrical, Misc. 25.00 PSF (snow load) 7.00 psf (15 psf = tile roof) 2.00 psf 2.00 psf 3.00 psf (6 psf = tile roof) 1.00 psf 15.00 PSF Total Dead Load 40.00 PSF (Reducible) 2.00 psf 3.00 psf 1.00 psf 5.00 psf 1.00 pst 12.00 PSF Total Dead Load *World of Designs & Engineers* 12- 52AE... mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WOOD: JOISTS & FAFTERS: 2X4 2X6 or Larger BEAMS: HF #2 HF #2 Width of 4" and Less DF #2 Width of greater than 4" DF #2 LEDGERS AND TOP PLATES: Width of 4" and Less HF #2 STUDS: 2X4 HF #2 2X6 or Larger HF #2 POSTS: 4X4 HF #2 (unless note on plan) 4X6 or Larger HF #2 (unless note on plan) 6X6 or Larger HF #2 (unless note on plan) GLUED - LAMINATED (GLB) BEAM & HEADER: Fb =2,400 PSI, Fv =165 PSI, Fc (Perp) =650 PSI, E= 1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER: Fb =2,900 PSI, Fv =290 PSI, Fc (Perp) =750 PSI, E= 2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER: Fb =2,600 PSI, Fv =285 PSI, Pc (Perp) =750 PSI, E= 1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD: Fb =1,700 PSI, Fv =400 PSI, Pc (Perp) =680 PSI, E= 1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I- JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. *World of Designs & Engineers* 2 12- 52AE...mcd %G GO Lismcia TO 111116/11114A 6x 8 ■iw r ,� saw+ : �. itiittr-AN ROOF FRAMING FLAN 3 ROOF _. DL= 15X /2 = ?° /2- LL= 25X /2 = / 5° . DL= 15X y/2 = 6 / '5- LL =25X /2= 3-5- 3 . DL= 15X 7/2= ZZ- LL= 25X 3 /2= "C 33Z Z O . DL =15X /2 = 3L LL= 25X /2 = 110 0 _. DL= 15X /2 = LL= 25X /2 = _. DL= 15X /2 = LL= 25X /2 = _. DL= 15X /2 = LL= 25X /2 = ‘ W. 360 0 l 1 2 Y Z 1 /\ L= b / A L 2 A L =S` /\ ( 7` 6x5 1 1 1k- tk: A L= 3` A /\ L= A A L= A /\ L= A Rev: 580000 User: KW-0605873, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 1. Window Hdr (Rear Elev) (Rf) 12 -52 ecw-Calculations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Center Span 6.00 ft Lu Beam Width 5.500 in Left Cantilever ft Lu Beam Depth 9.500 in Right Cantilever ft Lu Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi Load Dur. Factor 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 90.00 #/ft #/ft #/ft LL LL LL 150.00 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance 3,600.0 lbs Ibs 2.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Summary Ibs Ibs 0.000 ft Span= 6.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max ® Left Support Max @ Right Support Max. M allow fb 833.26 psi fv Fb 1,006.25 psi Fv Depth = 9.5in, Ends are Pin -Pin 0.828 : 1 5.7 k -ft 6.9 k -ft at 2.016 ft at 0.000 ft 5.74 k -ft 0.00 k -ft 0.00 k =ft 0.00 k -ft 6.94 Deflections 84.28 psi 195.50 psi Maximum Shear * 1.5 Allowable Shear: © Left @ Right Camber: © Left Center © Right Reactions... Left DL Right DL 2.67 k 1.47 k Max Max Beam Design OK 4.4 k 10.2 k 3.12 k 1.92 k 0.000 in 0.078 in 0.000 in 3.12k 1.92 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. Center C Left @ Right Dead Load -0.052 in 2.760 ft 1,378.6 L. Defl) ... 0.078 in 0.000 in 0.000 in Total Load -0.061 in 2.784 ft 1,185.54 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 580000 User: KW -0605873, Ver 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 2. Window Hdr (Rear Elev) (Rf) General Information 12- 52.ecw:Calcu lations Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6x8 5.500 in 7.500 in Sawn 1.150 Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 5.00 ft ft ft 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 67.50 #/ft #/ft #/ft LL LL LL 112.50 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 130.91 psi fv Fb 1,006.25 psi Fv Depth = 7.5in, Ends are Pin -Pin 0.130 : 1 0.6 k -ft 4.3 k -ft at 2.500 ft at 5.000 ft 0.56 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.32 Deflections 12.31 psi 195.50 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.5 k 8.1 k @ Left 0.45 k @ Right 0.45 k Camber: @ Left 0.000in @ Center 0.006 in C Right 0.000in 0.17 k 0.17 k Max 0.45 k Max 0.45 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.004 in 2.500 ft 15,889.3 L. Defl) ... 0.006 in 0.000 in 0.000 in Total Load -0.010 in 2.500 ft 5,958.49 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 3. Porch beam (front Elev) 1 2- 52.ecw:Calcu lation s General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span 7.00 ft Lu 3.500 in Left Cantilever ft Lu 7.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 170.0 psi Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 22.50 #/ft #/ft #/ft LL LL LL 37.50 #/ft #/ft #/ft Span= 7.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 0.37 k -ft Max. Negative Moment 0.00 k -ft 0.143 : 1 0.4 k -ft 2.6 k -ft at 3.500 ft at 0.000 ft Max @ Left Support Max @ Right Support Max. M allow fb 143.83 psi Fb 1,006.25 psi Deflections 0.00 k -ft 0.00 k -ft 2.57 fv 10.33 psi Fv 195.50 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.3 k 5.0 k @ Left 0.21 k @ Right 0.21 k Camber: @ Left 0.000in @ Center 0.013 in @ Right 0.000in 0.08 k 0.08 k Max 0.21 k Max 0.21 k Center Span... Dead Load Deflection -0.008 in ...Location 3.500 ft ...Length /DefI 9,985.7 Camber ( using 1.5 * D.L. DefI) ... @ Center 0.013 in @ Left 0.000 in @ Right 0.000 in Total Load -0.022 in 3.500 ft 3,744.63 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /DefI Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 LRev: 580000 User: KW -0605873, Ver 5.8.0. 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 3.1. Window Hdr (Rear Elev) (Rf) General Information 1 2 -52. ecw: Calculations Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Center Span Beam Width 5.500 in Left Cantilever Beam Depth 7.500 in Right Cantilever Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi 3.00 ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft _Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 240.00 #/ft #/ft #/ft LL LL LL 400.00 #/ft #/ft #/ft Span= 3.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.167 : 1 Maximum Moment 0.7 k -ft Allowable 4.3 k -ft Max. Positive Moment 0.72 k -ft at 1.500 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 4.32 fb 167.56 psi Fb 1,006.25 psi Deflections fv Fv 20.39 psi 195.50 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.8 k 8.1 k @ Left 0.96 k @ Right 0.96 k Camber: @ Left 0.000 in @ Center 0.003 in @ Right 0.000 in 0.36 k 0.36 k Max 0.96 k Max 0.96 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.002 in 1.500 ft 20,689.2 * D.L. Defl) ... 0.003 in 0.000 in 0.000 in Total Load -0.005 in 1.500 ft 7,758.45 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1)M/0)1;1 (X) 2Xb Floss 5050 XO 4'X8' PATIO O 5068 9LGp 3050 FUf .. •. XO .. 6x% sgA .. _J 6( 11 49 rx cl, mi . 7 L C- y (2-6- 4) 414 . 2 '9 Ll� 1 3 r(6 2Q 4 "' 02 y 1 F114 -- _� C r i 0 -4..._ `�.1T_ 5X70 6106 exn $ _ 16010 0. . /1 , / / /' / `1 �b— _AT-p� UF'PER FLOOR FRAMING FLAN 9 FOUNDATION FRAMING PLAN SCALE 1/4' I 2 - GLe Upper Floor . DL- 12X!I /2+ /.S• `;0- 111 LL= 40X 1 I /2 f S • ' = v I �✓ 01-'% A :-?2/b°) I-2t,' 5/L r3 �90O 6 Nie � t ) (------11° 1 1 •2- 44' ? 6 LL= 1... (I /Z l3S I A L= lc A Pc.= t2X // /2. t1S.6/21-e.0_' /1 ' 3 xl d-L= io X /�Z 252F G�2- = 21t, $ 5 L!3 3607/00 I 7? 4 6. DL= 12X1nna2f /5. 512 -7.80 G 77$ 1 t LL =40X 1%2 f 2S••72. 2e 2. 5 3. L= 1 -5( 1.5 g.S 12.2 A A . LOs DL= 12X'6/2 9'6 LL= 40X /6/2 = 3 2 D A L= 2-s` A • DL= 12X 15/2 fr. 1 s •Y /Z f SD = 2 00 LL= 40X /2 •r L 5 • �7 2 - 3S o L= 5` A 36o a 4 DL= 12x d2 YZ gv =(i2- ( 1 LL= 40X 1 2;214. 2-5-. (/2 = 2-q° . 5 L_ 7-5" n Upper Floor / 2( 6. DL =12X /2= 1 "1" KC") 20 2< L LL= 40X /2 = x/2 CL -g, L- // S !/. DL =12X /2= f 7L. ) = �9 LL= 40X 2 = 3 o 11 IZ. DL =12X /2= 31 LL= 40X /2 = 6 ZO l3 _. DL= 12X /‘/2 = l6 LL= 40X /2 = 6lg 6Arg 167430 =/ 320 DL= 12X 2 = !J• LL= 40X / = $ Z 1-fklo (5 DL =12X /2= T'( f00 =/6 LL= 40X / 2 = yg 741 `(Coo 1 A L= 6-5 I /\ l A L= I A L 1 /\ L= // I A 1 A L= Z-(( A 6 Rev: 580000 User: KW- 0605873, Ver 5.8 -0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam 12- 52.ecw:Calcutation s Description 4.Beam at garage (dbl joists) (upp Flr) [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x12 Beam Width 3.125 in Beam Depth Member Type Load Dur. Factor Beam End Fixity 12.000 in GluLam 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 11.00ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft _Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 234.50 #/ft #/ft #/ft LL LL LL 277.50 #/ft #/ft #/ft Dead Load 106.0 bs lbs Ibs lbs lbs Ibs Ibs Live Load Ibs lbs Ibs Ibs Ibs lbs Ibs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 11.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.527 : 1 Maximum Moment 7.9 k -ft Maximum Shear * 1.5 3.6 k Allowable 15.0 k -ft Allowable 9.0 k Max. Positive Moment 7.90 k -ft at 5.456 ft Shear: @ Left 2.89 k Max. Negative Moment 0.00 k -ft at 11.000 ft @ Right 2.84 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft © Center 0.159 in Max. M allow 15.00 @ Right 0.000 in Reactions... fb 1,264.60 psi fv 95.90 psi Left DL 1.37 k Max 2.89 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.32 k Max 2.84 k Deflections Center Span... Dead Load Deflection -0.106 in ...Location 5.456 ft ...Length /Defl 1,246.8 Camber ( using 1.5 * D.L. Defl) ... Center 0.159 in ® Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... Dead Load Total Load -0.225 in Deflection 0.000 in 0.000 in 5.500 ft ...Length /Defl 0.0 0.0 585.72 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 12 -52 ecw Calculations Description 5. Garage Hdr General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type 5.125x16.5 5.125 in 16.500 in GluLam Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Full Length Uniform Loads Center Left Cantilever Right Cantilever Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 16.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 225.00 #/ft #/ft #/ft LL LL LL 375.00 #/ft #/ft #/ft Point Loads Dead Load 2,900.0 Ibs 450.0 lbs 450.0 lbs 450.0 Ibs 450.0 lbs 450.0 Ibs Live Load lbs lbs Ibs Ibs lbs Ibs ...distance 7.500 ft 9.000 ft 1.300 ft 11.600 ft 13.000 ft 14.300 ft Summary Ibs Ibs 15.600 ft Beam Design OK Span= 16.00ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.645 : 1 Maximum Moment 34.4 k -ft Maximum Shear * 1.5 10.1 k Allowable 53.2 k -ft Allowable 23.3 k Max. Positive Moment 34.36 k -ft at 7.488 ft Shear: @ Left 7.21 k Max. Negative Moment 0.00 k -ft at 16.000 ft @ Right 7.54 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.410in Max. M allow 53.24 @ Right 0.000in Reactions... fb 1,773.03 psi fv 119.50 psi Left DL 4.21 k Max 7.21 k Fb 2,747.19 psi Fv 276.00 psi Right DL 4.54 k Max 7.54 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.273 in -0.433 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ...Length /Defl 0.0 0.0 ...Length /Deft 702.8 443.09 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.410 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 1 2 -52. ecw:Calcu lations Description 6. Beam across Garage General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6.75x19.5 6.750 in 19.500 in GluLam 1.000 Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fe Allow E 19.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 177.50 #/ft #/ft #/ft LL LL LL 262.50 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance Summary 3,600.0 Ibs 8,100.0 lbs Ibs lbs 7.500 ft 8.500 ft lbs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 19.00ft, Beam Width = 6.750in x Depth = 19.5in, Ends are Pin -Pin Max Stress Ratio 0.906 1 Maximum Moment 72.5 k -ft Allowable 80.1 k -ft Max. Positive Moment 72.55 k -ft at 8.512 ft Max. Negative Moment 0.00 k -ft at 19.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 80.09 fb 2,035.14 psi fv Fb 2,246.53 psi Fv 115.48 psi 240.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 15.2 k 31.6 k @ Left 10.84 k @ Right 9.22 k Camber: @ Left 0.000in @ Center 0.665 in @ Right 0.000 in 8.34 k 6.73 k Max 10.84 k Max 9.22 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.443 in 9.196 ft 514.4 *D.L.Defl)... 0.665 in 0.000 in 0.000 in Total Load -0.546 in 9.196 ft 417.85 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 L(c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 7. door hdr 12 -52 ecw:Calculations General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity LFull Length Uniform Loads Center Left Cantilever Right Cantilever L Summary 1 Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 2.50 ft Lu 3.500 in Left Cantilever ft Lu 7.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft DL DL DL 96.00 #/ft #/ft #/ft LL LL LL 320.00 #/ft #/ft #/ft Span= 2.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 127.20 psi Fb 900.00 psi = 3.500in x Depth = 7.25in, Ends are Pin -Pin 0.141 : 1 0.3 k -ft 2.3 k -ft at 1.250 ft at 0.000 ft 0.32 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.30 fv 15.98 psi Fv 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.4 k 4.6 k @ Left 0.52 k CO Right 0.52 k Camber: @ Left 0.000 in @ Center 0.001 in @ Right 0.000 in 0.12 k 0.12 k Max 0.52 k Max 0.52 k Deflections Center Span... Dead Load Deflection -0.000 in ...Location 1.250 ft ...Length /Defl 63, 232.4 Camber ( using 1.5 * D.L. Defl) ... © Center 0.001 in © Left 0.000 in © Right 0.000 in Total Load -0.002 in 1.250 ft 14,592.09 1‘a Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 Revs 580000 User: KW -0605873, Ver 5.8.0, 1- Dec -2003 (c >1983 -2003 ENERCALC Engineering Software Description 8. Beam across entry General Timber Beam 12 -52. ecw: Calcu lations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x12 3.500 in 11.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 5.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 200.00 #/ft #/ft #/ft LL LL LL 350.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max 0) Right Support Max. M allow fb 279.36 psi Fb 900.00 psi 0.310 : 1 1.7 k -ft 5.5 k -ft 1.72 k -ft at 2.500 ft 0.00 k -ft at 5.000 ft 0.00 k -ft 0.00 k -ft 5.54 Reactions... fv 33.10 psi Left DL Fv 180.00 psi Right DL Maximum Shear * 1.5 Allowable Shear: Beam Design OK 1.3 k 7.1 k ® Left 1.37 k 0 Right 1.37 k Camber: 0 Left 0.000in Center 0.006 in C Right 0.000 in 0.50 k 0.50 k Max 1.37 k Max 1.37 k Deflections Center Span... Dead Load Deflection -0.004 in ...Location 2.500 ft ...Length /Defl 14,175.4 Camber ( using 1.5 * D.L. Defl) ... Center 0.006 in C Left 0.000 in Right 0.000 in Total Load -0.012 in 2.500 ft 5,154.68 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Description 9. Beam across office 1 2 -52. ecw: Calcu lations General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 4x12 Center Span 8.50 ft Lu 3.500 in Left Cantilever ft Lu 11.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Loint Loads DL DL DL 182.00 #/ft #/ft #/ft LL LL LL 290.00 #/ft #/ft #/ft Dead Load Live Load ...distance Summary 3,600.0 Ibs Ibs 0.600 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 8.50ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 879.53 psi fv Fb 900.00 psi Fv Depth = 11.25in, Ends are Pin -Pin 0.977 1 5.4 k -ft 5.5 k -ft at 3.706 ft at 0.000 ft 5.41 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.54 69.59 psi 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.7 k 7.1 k @ Left 5.35 k @ Right 2.26 k Camber: @ Left 0.000 in @ Center 0.086 in @ Right 0.000in 4.12 k 1.03 k Max 5.35 k Max 2.26 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.058 in 3.978 ft 1,769.8 * D.L. Defl) ... 0.086 in 0.000 in 0.000 in Total Load -0.109 in 4.114 ft 937.81 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 10. Beam for archway General Timber Beam 12- 52.ecw:Calcu lations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125x12 5.125 in 12.000 in GluLam 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi 14.50ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 206.00 #/ft #/ft #/ft LL LL LL 420.00 #/ft #/ft #/ft Span= 14.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max 0 Left Support Max © Right Support Max. M allow fb 1,605.08 psi Fb 2,400.00 psi = 5.125in x Depth = 12.in, Ends are Pin -Pin 0.669 1 16.5 k -ft Maximum Shear * 1.5 24.6 k -ft Allowable 14.8 k 16.45 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 24.60 fv 95.64 psi Fv 240.00 psi Beam Design OK 5.9 k at 7.250 ft Shear: © Left 4.54 k at 0.000 ft © Right 4.54 k Camber: 0 Left 0.000 in C Center 0.245in Reactions... 0 Right 0.000in Left DL 1.49 k Max 4.54 k Right DL 1.49 k Max 4.54 k Deflections Center Span... Dead Load Deflection -0.163 in ...Location 7.250 ft ...Length /Deft 1,065.5 Camber ( using 1.5 * D.L. Defl) ... 0 Center 0.245 in Left 0.000 in © Right 0.000 in Total Load -0.496 in 7.250 ft 350.62 1°\ Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Description 11. Front Window Hdr (Rf) 12- 52.ecw:Calcu lations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6x8 5.500 in 7.500 in GluLam 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 4.00 ft ft ft 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 89.00 #/ft #/ft #/ft LL LL LL 30.00 #/ft #/ft #/ft 1 Dead Load Live Load ...distance Summary 4,600.0 Ibs Ibs 3.000 ft 1 Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 4.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 842.53 psi Fb 875.00 psi 0.963 : 1 3.6 k -ft 3.8 k -ft 3.62 k -ft at 2.992 ft 0.00 k -ft at 4.000 ft 0.00 k -ft 0.00 k -ft 3.76 fv 131.41 psi Fv 170.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 5.4 k 7.0 k @ Left 1.39 k @ Right 3.69 k Camber: @ Left 0.000 in @ Center 0.047 in © Right 0.000in 1.33 k 3.63 k Max 1.39 k Max 3.69 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * © Center @ Left © Right Dead Load -0.031 in 2.224 ft 1,525.3 D.L. Defl) ... 0.047 in 0.000 in 0.000 in Total Load -0.032 in 2.224 ft 1,493.19 #2,0 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Description 12. Beam across entry General Timber Beam 12- 52.ecw:Calcu lations General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x12 Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 3.500 in 11.250 in Sawn 1.000 Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 6.50 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 186.00 #/ft #/ft #/ft LL LL LL 620.00 #/ft #/ft #/ft Span= 6.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 4.26 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 5.54 fb 691.88 psi fv 71.05 psi Fb 900.00 psi Fv 180.00 psi 0.769 : 1 4.3 k -ft 5.5 k -ft at 3.250 ft at 6.500 ft Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.8 k 7.1 k @ Left 2,62 k @ Right 2.62 k Camber: @ Left 0.000 in @ Center 0.017in @ Right 0.000 in 0.60 k 0.60 k Max 2.62 k Max 2.62 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.011 in 3.250 ft 6,937.8 L. Defl) ... 0.017 in 0.000 in 0.000 in Total Load -0.049 in 3.250 ft 1,601.03 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 13. Beam across entry General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity General Timber Beam 6x8 Full Length Uniform Loads 5.500 in 7.500 in Sawn 1.000 Pin -Pin 1 2 -52. ecw:Ca Icu Iation s Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 5.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary I DL DL DL 176.00 #/ft #/ft #/ft LL LL LL 320.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 360.73 psi Fb 900.00 psi [Deflections = 5.500in x Depth = 7.5in, Ends are Pin -Pin 0.401 : 1 1.5 k -ft Maximum Shear * 1.5 3.9 k -ft Allowable 1.55 k -ft at 2.500 ft Shear: 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 3.87 fv 33.91 psi 0.44 k Fv 180.00 psi 0.44 k Reactions... Left DL Right DL Beam Design OK 1.4 k 7.4 k @ Left 1.24 k @ Right 1.24 k Camber: @ Left 0.000 in @ Center 0.012in © Right 0.000in Max 1.24 k Max 1.24 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.008 in 2.500 ft 7,500.2 L. Defl) ... 0.012 in 0.000 in 0.000 in Total Load -0.023 in 2.500 ft 2,661.36 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User: KW- 0605873. Ver 5.8.0. 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 14. Floor Joists (MFIr) 1 12-52.ecw:Calculatlon 1 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density L Full Length Uniform Loads 1.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 11.00ft ft 0.25 ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.25 ft 0.00 ft Repetitive Member Center Left Cantilever Right Cantilever Summary 1 DL DL DL 15.60 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Span= 11.00ft, Right Cant= 0.25ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 600.12 psi Fb 1,032.99 psi Depth = 9.25in, Ends are Pin -Pin 0.581 : 1 1.1 k -ft 1.8 k -ft 1.07 k -ft at 5.478 ft -0.00 k -ft at 11.000 ft 0.00 k -ft -0.00 k -ft 1.84 fv 36.22 psi Fv 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.5 k 2.5 k @ Left 0.39 k @ Right 0.39 k Camber: @ Left 0.000in @ Center 0.058 in @ Right 0.003 in 0.10 k 0.10 k Max 0.39 k Max 0.39 k Deflections Center Span... Dead Load Deflection -0.039 in ...Location 5.478 ft ...Length /Defl 3,387.0 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.058 in @ Left 0.000 in @ Right 0.003 in Total Load -0.147 in 5.478 ft 896.82 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.002 in 0.009 in 2,630.3 696.4 Rev: 580000 User: KW -0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 15.Floor beam (MFIr) Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 General Timber Beam 1 2 -52. ecw:Ca lcu lation s General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 4x10 Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 4.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Repetitive Member DL DL DL 164.00 #/ft #/ft #/ft LL LL LL 280.00 #/ft #/ft #/ft Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 0.90 k -ft Max. Negative Moment 0.00 k -ft Max © Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 4.30 fb 217.01 psi fv 25.76 psi Fb 1,035.00 psi Fv 180.00 psi 0.210 : 1 0.9 k -ft 4.3 k -ft at 2.000 ft at 0.000 ft Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.8 k 5.8 k © Left 0.90 k • Right 0.90 k Camber: @ Left 0.000in @ Center 0.004 in @ Right 0.000 in 0.34 k 0.34 k Max 0.90 k Max 0.90 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * © Center @ Left @ Right Dead Load -0.003 in 2.000 ft 17,967.5 D.L. Defl) ... 0.004 in 0.000 in 0.000 in Total Load -0.007 in 2.000 ft 6,820.09 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 LATERAL ANALYSIS BASED ON 2009 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral loads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN SEISMIC DESIGN BASED ASCE 7 -05 CHAPTER 12 SECTION 12.14 SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: - -Soils Site Class D (Assumed) -- Seismic Design Category D1/D2 IE := 1.0 R := 6.5 Ss := 1.59 S1 := 0.552 Fa := 1.00 Fv := 1.5 w, wx For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Site Coefficient based on Site Class & Ss (ASCE 7 -05 Table 11.4 -1) Site Coefficient based on Site Class & S1 (ASCE 7 -05 Table 11.4 -2) Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) ASCE 7 -05 Eq. 11.4 -1 Sms := Ss'Fa Sms = 1.59 ASCE 7 -05 Eq. 11.4 -2 Sml := S1.F, Smi = 0.83 ASCE 7 -05 Eq. 11.4 -3 SDS := 3 'Sms SDS = 1.06 ASCE 7 -05 Eq. 11.4 -4 S 2 D1 3'Sml SDI = 0.55 *World of Designs & Engineers* 12-52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: S :— ( 1 S = 1.08 cost atanl 2 11 ROOF PLAN AREA EACH LEVEL: PLAN PERIMETER FOR EACH LEVEL: R1 := 805ft2.S (Upper Roof Area) R2:= 300ft2•S (Lower Roof Area) Al := 537ft2 (Upper Floor area) P1 := 2(34ft) + 2(42ft) (Upper Floor) P2 := 2(34ft) + 2(39ft) (Main Floor) Weight of Structure at Each Level: Story Weight at Upper level: w2 := 15•psf•(R1) + 10•psf•8•ft•(P1) (weight of roof, and wall) Story Weight at Main level: w1 := 15.psf.(R2) + 12.psf.(Ai) + 10•psf•(10•ft•P2) (weight of lower roof, floor, & wall) Shear at each Level: F:= 1.1 (F.SDS•w2) V2E := R VIE:= [F.SDS.(w1)J F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building V2E = 4527.89 Ib Story Shear at Upper Floor VIE = 4649.47 Ib Story Shear at Main Floor *World of Designs & Engineers* 12- 52AE... mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -05 SECTION 6.5 ENCLOSED LOW -RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 85 mph WIND SPEED Equation 6 -18 p= gh[(GCpf) - (GCpi)] Mean Roof Height h := 23-ft qh = 0.00256KZKZtKdv2I = Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GCpf = External Pressure Coefficients per Figure 6 -10 GCp; = Internal Pressure Coefficients per Figure 6 -5 K15 := 0.70 K20 := 0.70 K25 := 0.70 K30 := 0.70 K40 := 0.76 Kid := 0.85 v := 85 I := 1.0 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6 -3) Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6 -3) Wind Directionality Factor (Table 6-4). Wind Speed per Hours (Figure 6 -1). Important Factor (Table 6 -1). *World of Designs & Engineers* 12- 52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Velocity Pressure ( qZ) Evaluated at Height z (Equation 6 -15) q15:= 0.00256•K15•Kd•v2•1 920:= 0.00256•K20•Kd•v2.1 q25:= 0.00256•K25•Kd•v2•I q30:= 0.002564K30.1(d•v2.1 940:= 0.00256•K40•Kd•v2•I Internal Pressure Coefficients (Figure 6 -5) GCpi • _ .18 +/- q15 = 11.01 q20 = 11.01 q25 = 11.01 q30 = 11.01 q40 = 11.95 The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GCpfi := .56 GCpflE := .69 GCO2 := .21 GCpf2E := .27 GC03:= —.43 GCpf3E:= —.53 GCpf4 := —.37 GCpf4E :_ —.48 *World of Designs & Engineers* Zv 12-52AE.. mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 P15.1 := g15.(GCpfl)•psf P15.2 := g15•(GC0r2)•psf P15.3 := g15•(GCpf3)•psf P15.4 := g15'(GCpf4)•psf P20.1 := 920•(GCpfl)•psf P20.2 := 920•(GCpf2)•psf P20.3 := (1204GCp f3)•psf P20.4 := g20'(GCpf4)•psf P25.1 := 425.(GCpfl)•psf P25.2 := 925•(GCpf2)•psf P25.3:= 925•(GC03)•psf P25.4 := 925•(GCpf4)•psf P30.1 := 930•(GCpfl)•psf P30.2 := 930.(GCpf2)•psf P30.3 := 930•(GCpf3)•psf P30.4 := 930•(GCpP4)•psf P40.1 := g40•(GCpfl)•psf P40.2 := g40•(GCpf )•psf P40.3 = g40•(GCpfl)•psf P40.4 := 940•(GCpP4)•psf P15.1 = 6.16 lb ft-2 1315.2= 2.311bft2 1315.3=- 4.731bft2 P15.4 P20.1 P20.1= 6.161bft2 P20.2= 2.311bft2 1320.3= -4.731bft2 1320.4 = - 4.071b ft-2 1325.1 = 6.161b ft-2 P25.2= 2.311bft2 P25.3 = -4.73 1b ft -2 1325.4 = - 4.071b ft -2 P30.1 = 6.161bft2 P30.2 = 2.31 1b f1-2 P30.3 = -4.731bft 2 P30.4 = - 4.071b ft -2 P40.1 = 6.69 Ib ft-2 1340.2= 2.511bft2 P40.3 = - 5.141b ft -2 P40.4 = -4.42 lbft2 1315.1E = g15•(GCpflE)•psf 1315.2E : = g15.(GCpf2E)•psf 1315.3E := g 15•(GCpf3E)•psf 1315.4E = g15•(GCpf4E)•psf 1320.1E := gar (GCpf1E)•psf 1320.2E := a20•(GCpf2E).psf 1320.3E := 920•(GCpf3E)•psf 1320.4E := 420' (GCpf4E)• psf 1325.1E = Q25•(GCpflE)•psf 1325.2E : = 925•(GCpf2E)•psf 1325.3E : = 925.(GCpf3E)•psf 1325.4E := g25•(GCpf4E)•psf 1330.1E := 930•(GCpflE)•psf 1330.2E : = Q30•(GCpf2E)•psf 1330.3E : = cup. (GCpf3E)•psf 1330.4E := 930•(GCpf4E)•psf 1340.1E : = g40.(GCpflE)•psf 1340.2E := g40•(GCpf2E)•psf 1340.3E : = g40•(GCpf3E)•psf 1340.4E ` g40•(GCpf4E)•psf P15.1E= 7.591bft2 P15.2E= 2.971bft2 1315.3E= -5.83lbft2 P15.4E=- 5.281bft2 1320.1E= 7.591bft2 1320.2E = 2.97 lb ft -2 1320.3E = -5.83 lb ft-2 1320.4E = -5.28 lb ft -2 1325.1E= 7.591bft2 1325.2E= 2.971bft2 1325.3E = -5.83lbft 2 1325.4E = -5.28 lb ft -2 1330.1E= 7.591bft2 1330.2E= 2.971bft2 1330.3E = -5.83 lb ft -2 1330.4E = - 5.281b ft -2 P40.1E= 8.241bft2 P40.2E= 3.23lbft2 1340.3E= -6.33Ibft2 1340.4E = -5.74 lb ft -2 *World of Designs & Engineers* 19\ 12-52AE...mcd APROX 6RApe FONT ELEVATION scME 1/4' = 1.-0- RIGHT ELEVATION SCALE 1/4' = 1' -0' LEFT ELEVATION APROX.GRAPE SCALE 1/4' = 1' -0' 11 REAR ELEVATION SCALE 1/4' Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WIND AT UPPER LEVEL (sides to sides) WI (P20.1 - P20.0'511 + (P25.2 - P25.3)'5 ft + (P30.2 - P30.3)' 1 ft END ZONE WIND AT UPPER LEVEL (sides to sides) WIE (P20.IE - P20.445ft + (P25.2E - P25.3E)'Sft + (P30.2E - P30.341 ft WIND AT UPPER LEVEL (front to back) W3 (P20.1 - P20.4)' 5 ft + (P25.2 - P25.3)' 5 ft + (P30.2 - P30.3)' l ft END ZONE WIND AT UPPER LEVEL (front to back) W3E = (P20.1 E - P20.4E)' 5 ft + (P25.2E - P25.345 ft + (P30.2E - P30.3E)' 1 ft WIND AT MAIN LEVEL (all sides) W2 (P15.1 - P15.4)' l Oft END ZONE WIND AT ROOF LEVEL (all sides) W2E = (P15.1E ' P15.4410ft But not Tess than 10 psf over the projected vertical plane. W1:= 10•psf•11•ft W1= 110Ibft1 W2 = 102.351b ft -1 W3 := 10• psf •11•ft W3 = 1101bft 1 WIE = 117.21b11-1 W2E = 128.76 lb ft 1 W3E = 117.2168 1 *World of Designs & Engineers* 12- 52AE... mcd ZZ 5040 XO v av 2050 FIX E lU . LNFN I/2 WALL 42 HI(¢J LOFT AREA 0 came/ Q.' BEDRf'1'2 U'X II' EGRE56 5050 XO L IR WALL 12' NIGH TO BELOW 3030 FIX DN I6R 2050 FIX V V•13 UPPER FLOOR PLAN 35 Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line AA: Step 1. Wind analysis on wall Wind loads per foot: W1= 1101b1 ft WIE= 117.21bft1 Distance between shear wall: L1 := 38-ft Shear wall panels: Laa := (4 + 5 + 9)ft Laa= 18 ft Percent full height sheathing: 10.ft % := 100 % = 100 10.ft Max Opening Height = Oft -Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 (W1 + W1E) L1 Wind Force: vaa := 2 2 vaa = 119.911b ft 1 vaa = 119.911b ft 1 — Laa Co Step 2. Seismic analysis on wall Wind loads per foot Seismic Weight per level: Seismic Force: Eaa V2E = 4527.89 lb Assumed p := 1.0 V2E LI 0.7p.— — Lt 2 Eaa = 85.78lbft1 Laa Co Ea,a Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 39•ft = 85.781b 1 ft Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 8.4ft Base Plate Nail Spacing (2003 NDS Tabie11N) Laa := 4-ft OTM := vaa•Laa•Pt OTM = 3837.23 lb ft 16d Common Nails & 1 -112" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122.1b CD := 1.33 Z'N := ZN CD EN = 162.261b WR := 0.6(15•psf)•6•ft•Laa + 0.6•(10•psf)•Pt•Laa Bp := Z'N Bp = 1.35 ft Per Nail vaa Laa DLRM := WR• 2 DLRM = 816 lb ft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -112" Plate Hem -Fir As := 830•Ib CD := 1.6 ZB := As•CD ZB = 13281b As := ZB Co As = 11.07ft Per Bolt Holdown Force & Net Uplift: HDFaa OTM - DLRM Co' Laa Step 4. Shear Wall Summary: HDFaa = 755.31 lb vaa Wind Force: Seismic Force: B.P. Nailing Spacing vaa = 119.91 1bft 1 E = 85.781bft1 Bp = 1.35 ft Co Co 16d @ 16" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif A.B. Spacing As = 11.07ft 518" A.B. @ 72" o.c. Holdown Force: HDFaa = 755.31 lb Holdown Types: No Holdown `World of Designs & Engineers* 12-52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line BB: Step 1. Wind analysis on wall Wind loads per foot: W1= 1101bft1 WIE= 117.21bft1 Distance between shear wall: L1 := 38.1 Shear wall panels: Lbb := (6 + 3 + 3 + 6)ft Lbb = 18 ft Percent full height sheathing: Wind Force: vbb :- 10.ft % := 100 % = 100 10.ft (W1 + WIE) Ll 2 2 Lbb Step 2. Seismic analysis on wall Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vbb = 119.911b ft vbb - 119.91 Ib ft I Co Wind loads per foot Seismic Weight per level: Seismic Force: Ebb V2E = 4527.891b V2E L1 Lt 2 Lbb Assumed p := 1.0 Ebb = 85.78 lb ft -I Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 39•ft Ebb = 85.78 Ib ft -1 Seismic loads per foot Co Overturning Moment on Wall: Lbb := 3-ft OTM := vbb•Lbb•Pt Plate Height: Pt:= 8.0•ft OTM = 2877.92 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•Lbb + 0.6•(10•psf)•Pt•Lbb Lbb DLRM := WR- 2 Holdown Force & Net Uplift: DLRM = 2971b ft OTM - DLRM HDFbb := HDFbb = 860.31 lb Co• Lbb Step 4. Shear Wall Summary: Base Plate Nail Spacing (2003 NDS Tabiel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 Z'N := ZN-CD Z'N Bp := — Bp = 1.63 ft vbb Z'N = 195.21b Per Nail Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830•Ib CD := 1.6 ZB := As•CD ZB = 13281b As := ZB Co As = 11.07ft Per Bolt vbb Wind Force: vbb —= 119.911bft1 Co Seismic Force: Ebb —= 85.781bft1 Co B.P. Nailing Spacing Bp =1.63ft 16d @ 16" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf A.B. Spacing As= 11.07ft 5/8" A.B. @ 72" o.c. Holdown Force: HDFbb = 860.31 lb Holdown Types: No Holdown *World of Designs & Engineers* 12- 52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line CC: Step 1. Wind analysis on wall Wind loads per foot: W3 = 1101b11-1 W3E= 117.21bft. 1 Distance between shear wall: L1 := 34•ft Shear wall panels: Lcc :_ (16 + 12)ft Lcc = 28 ft Percent full height sheathing: Wind Force: vcc o (10•ft /o � o := I\ 100 /o = 100 10•ft Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 (W3 +W3E) LI 2 2 vcc = 68.971b ft 1 vcc = 68.97 lb ft 1 Lcc Co Step 2. Seismic analysis on wall Wind loads per foot Seismic Weight per level: V2E = 4527.89 lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 34.ft Seismic Force: Ecc V2E L1 Lt 2 Lcc Ecc = 56.6lbft I Step 3. Checking Overturning Moment & Holdown on Wall Ecc = 56.6 lb ft I Co Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 8.•ft Base Plate Nail Spacing (2003 NDS Tabie11N) Lcc := 12.ft OTM := vcc•Lcc•Pt OTM = 6621.391bft 16d Common Nails & 1 -1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122.1b CD := 1.33 Z'N := ZN CD Z'N = 162.261b WR := 0.6(15•psf)•5• ft- Lcc + 0.6•(10•psf)•Pt•Lcc B := Z'N Bp = 2.35 ft Per Nail vcc Lcc DLRM := WR 2 DLRM = 66961b ft Holdown Force & Net Uplift: HDFcc OTM — DLRM Co. Lcc Step 4. Shear Wall Summary: HDFcc = —6.22 lb Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830-1b CD := 1.6 ZB := As•CD ZB = 13281b As := ZB •Co As = 19.25 ft Per Bolt vcc Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vcc _ E 1 B = 2.35 ft As = 19.25 ft HDFcc = —6.22 lb — 68.97 Ib ft 1 �c = 56.61b ft p Co Co 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif Holdown Types: No Holdown *World of Designs & Engineers* 12- 52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT: 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line DD: Step 1. Wind analysis on wall Wind loads per foot: W3 = 1101b ft 1 W3E = 117.21b ft 1 Distance between shear wall: LI := 34•ft Shear wall panels: Ldd :_ (22)ft Ldd = 22 ft Percent full height sheathing: Wind Force: vdd o (—) 10•ft o /o Max Opening Height = Oft-Oin, Therefore Co:= 1.00 /o :- 100 = 100 10•ft per IBC Table 2305.3.8.2 (w3 + W3E) L1 2 2 Ldd Step 2. Seismic analysis on wall vdd = 87.781bft vdd = 87 781bft1 Co Wind loads per foot Seismic Weight per level: Seismic Force: Edd V2E = 4527.891b V2E LI 0.7p . — — Lt 2 Ldd Assumed p := 1.0 Edd = 72.03 lb ft -1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 34•ft Edd I- = 72.031b ft Co Seismic loads per foot Overturning Moment on Wall: Ldd := 22.ft OTM := vdd•Ldd•Pt Plate Height: Pt:= 8.041 OTM = 15449.91 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•5•ft•Ldd + 0.6•(10•psf)•Pt•Ldd DLRM := WR. Ldd 2 Holdown Force & Net Uplift: HDFdd := OTM - DLRM DLRM = 22506 lb ft Co•Ldd Step 4. Shear Wall Summary: Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N Bp : _ vdd Bp = 1.85 ft Z'N = 162.261b Per Nail Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830•Ib CD := 1.6 ZB := As•CD ZB = 13281b HDFdd = - 320.73 lb ZB•Co As := As = 15.13 ft Per Bolt vdd Wind Force: Seismic Force: vdd 87.78 lb ft 1 Edd = 72.031b ft 1 = Co Co B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp =1.85ft As= 15.13ft HDFdd=- 320.731b 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Types: No Holdown *World of Designs & Engineers* 12-52AE...mcd MAIN FLOOR FLAN Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line A: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.351b ft-1 W2E = 128.761b 11-1 Distance between shear wall: L1 := 21.ft Shear wall panels: La := (3 + 5 + 3.5)ft La = 11.5 ft Percent full height sheathing: Wind Force: va 10•ft % :- 100 % = 100 10•ft vaa•Laa (W2 + W2E) LI La Step 2. Seismic analysis on wall Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 2 2 va = 293.2Ib ft 1 va = 293.2 Ib ft 1 Co Wind loads per foot Seismic Weight per level: VIE = 4649.47 Ib Assumed p := 1.0 Bldg Width in direction of Load: Lt := 42.ft Eaa•Laa+ 0.7p• VIE L1 Seismic Force: E Lt 2 -1 Ea _1 a La Ea = 205.02lb ft - = 205.02 Ib ft Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt := 9.0•ft La := 3 • ft OTM := va• La Pt OTM = 7916.31b ft Dead Load Resisting Overturning: WR := 0.6(15 -psf)• 16•ft -La + 0.64 10- psf)•Pt -2 -La + 0.6(12•psf)•8•ft -La La DLRM := WR.-2 DLRM = 1393.2Ibft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830•Ib CD := 1.6 ZB := As•CD ZB = 13281b As := ZB •Co As = 4.53 ft Per Bolt Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N Bp := va Bp = 0.55 ft Z'N = 162.261b Per Nail Holdown Force & Net Uplift: OTM - DLRM HDFa :- Co' La Step 4. Shear Wall Summary: HDFa = 2174.371b va Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: va = 293.2 lb ft 1 Ea = 205.02Ibft1 Bp = 0.55 ft Co Co 16d @ 6" o.c. 5/8" A.B. @ 54" o.c. As = 4.53 ft HDFa = 2174.37 Ib P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 468 plf Seismic Capacity = 353 plf Holdown Types: LSTHD 10 RJ *World of Designs & Engineers* 12-52AE.. mcd • • Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line B: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.351bft 1 W2E= 128.761bft1 Distance between shear wall: Shear wall panels: LI := 21.ft Lb := (2 +2 +3.5)ft Lb =7.5ft Percent full height sheathing: Wind Force: vb 10.ft % := 100 % = 100 10-ft vbb•Lbb + (W2 + W2E) L1 Step 2. Seismic analysis on wall Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 2 2 vb = 449.57 lb ft _I vb = 449.57 Ib ft 1 Lb Co Wind loads per foot Seismic Weight per level: VIE = 4649.47 lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 42.ft VIE LI Ebb•Lbb + 0.7p -•- Seismic Force: E Lt 2 -1 Eb -1 b := Lb Eb = 314.371b ft - = 314.371b ft Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.0•ft Lb := 3.5•ft OTM := vb•Lb•Pt OTM = 14161.381bft Dead Load Resisting Overturning: WR := 0.6(15•psf)•5•ft•Lb + 0.6•(10•psf)•Pt•2•Lb + 0.6(12•psf)•5•ft•Lb Lb DLRM := WR• 2 DLRM = 1157.63 lb ft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 Z'N := ZN•CD Z'N = 195.21b ZEN Per Nail Bp =0.43ft Bp := - vb Holdown Force & Net Uplift: OTM - DLRM HDFb :- Co• Lb Step 4. Shear Wall Summary: HDFb = 3715.361b As := 830•Ib CD := 1.6 ZB := As•CD As := ZB Co As = 2.95 ft vb ZB = 13281b Per Bolt Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vb = 449.57 Ib ft 1 Eb = 314.37 Ib ft 1 Bp = 0.43 ft - Co Co As = 2.95 ft HDFb = 3715.36 lb 16d @ 9" o.c. 5/8" A.B. @ 60" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 468 pif Seismic Capacity = 353 pif Holdown Types: STHD 14RJ *World of Designs & Engineers* 12- 52AE... mcd I Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line C: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.35 1bft 1 W2E = 128.76lbft 1 Distance between shear wall: LI := 34-ft Shear wall panels: Lc := (6 + 6 + 20)ft Lc =32ft Percent full height sheathing: 10.ft % := 100 % = 100 10.ft Max Opening Height = Oft -Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vcc -Lcc + (W2 + W2E) LI Wind Force: 2 2 vc := vc = 121.7416t1 1 vc = 121.7416 ft I Lc Co Step 2. Seismic analysis on wall Wind loads per foot Seismic Weight per level: VIE = 4649.4716 Assumed p := 1.0 Bldg Width in direction of Load: Lt := 34-ft Ecc•Lcc + 0.7p• VIE L1 Seismic Force: E _ Lt 2 -1 Ec 1 c= Lc Ec= 100.381bft - = 100.381bft Co Step 3. Checkinq_Overturninq Moment & Holdown on Wall Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.0,ft Lc := 6.11 OTM := vc•Lc•Pt OTM = 6573.91 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•5•ft•Lc+ 0.6•(10•psf)•Pt•2•Lc+ 0.6(12•psf)•1•ft•Lc Base Plate Nail Spacing (2003 NDS Tablet l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N = 162.261b B := Z'N = 1.33 ft Per Nail Bp vc p Lc DLRM := WR• 2 DLRM = 2883.61bft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830.16 CD := 1.6 ZB := As•CD ZB = 13281b ZB•Co Holdown Force & Net Uplift: HDFc OTM - DLRM Co. Lc Step 4. Shear Wall Summary: HDFc = 615.051b As := vc As = 10.91 ft Per Bolt Wind Force: Seismic Force: vc 121.74 Ib ft I - E = = 100.381b f4 I Co Co B.P. Nailing Spacing Bp = 1.33 ft A.B. Spacing As = 10.91 ft 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Force: HDFc = 615.05 lb Holdown Types: No Holdown *World of Designs & Engineers* 12- 52AE... mcd • i Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line D: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.35 lb ft -1 W2E = 128.761b ft -1 Distance between shear wall: LI := 34-ft Shear wall panels: Ld :_ (3 + 5 + 24)ft Percent full height sheathing: Wind Force: vd 10-ft % := 100 10.ft vdd•Ldd + (W2 + W2E) LI 2 2 Ld Step 2. Seismic analysis on wall Ld = 32 ft % = 100 Max Opening Height = Oft -Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vd= 121.741bft1 d = 121.741bft1 Co Wind loads per foot Seismic Weight per level: VIE = 4649.4716 Assumed p := 1.0 Edd.Ldd + 0.7p. V1E —LI Seismic Force: Ed :_ Lt 2 Ld Co Ed = 100.381bf -1 Bldg Width in direction of Load: Lt := 34-ft Ed = 100.38Ibft1 Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.0•ft Ld := 3•ft OTM := vd• Ld- Pt OTM = 3286.961bft Dead Load Resisting Overturning: WR := 0.6(15•psf)•5.ft•Ld + 0.6•(10•psf)•Pt•2•Ld + 0.6(12•psf)•1•ft•Ld Base Plate Nail Spacing (2003 NDS Tablet l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N Bp :_ Bp = 1.33 ft vd Z'N = 162.261b Per Nail Ld DLRM := WR• 2 DLRM = 720.91b ft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Holdown Force & Net Uplift: HDFd OTM – DLRM CO•Ld Step 4. Shear Wall Summary: HDFd = 855.35 Ib As := 830•1b CD := 1.6 ZB := As•CD ZB = 13281b As := ZB •C0 As = 10.91 ft Per Bolt vd Wind Force: vd ft = 121.74Ib1 Co Seismic Force: Ed —Co ft= 100.381b1 B.P. Nailing Spacing Bp = 1.33 ft A.B. Spacing As = 10.91 ft 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Force: HDFd = 855.35 Ib Holdown Types: No Holdown *World of Designs & Engineers* i6c1/ 12- 52AE...mcd • Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line E: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.35 lbft 1 W2E = 128.761bft 1 Distance between shear wall: L1 := 21•ft L2:= 21.ft Shear wall panels: Ld := (11.5 + 6)ft Ld = 17.5 ft Percent full height sheathing: % := (10•ft 100 % = 100 Max Opening Height = Oft-Oin, Therefore C0:= 1.00 I\ 10.ftil per IBC Table 2305.3.8.2 Wind Force: vd (W2 + W2E) L1 + L2 2 2 Ld Step 2. Seismic analysis on wall vd = 138.66 lb ft 1 vd = 138.661b ft 1 Co Wind loads per foot Seismic Weight per level: V1 E = 4649.47 lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 42.ft VIE L1 + L2 0.7p Seismic Force: Ed Lt 2 -1 Ed d Ld Ed = 92.99 lb ft - = 92.991b ft Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.0.ft Ld := 6 -ft OTM := vd.Ld.Pt OTM = 7487.881bft Dead Load Resisting Overturning: WR := 0.6•(10.psf)•Pt•2•Ld + 0.6(12.psf)•9•ft•Ld Ld DLRM := WR- - 2 Holdown Force & Net Uplift: DLRM = 3110.41bft OTM - DLRM HDFd Co' Ld Step 4. Shear Wall Summary: HDFd = 729.58 Ib Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N B : =- B =1.17ft P vd p Z'N = 162.261b Per Nail Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := As -CD ZB = 13281b As := 7B C0 As = 9.58 ft Per Bolt vd Wind Force: Seismic Force: B.P. Nailing Spacing vd _ 138.66 lb ft 1 Ed = 92.99 lb f1 1 Bp = 1.17 ft Co Co 16d @16"o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf A.B. Spacing As =9.58ft 5/8" A.B. @ 72" o.c. Holdown Force: HDFd = 729.58 Ib Holdown Types: No Holdown `World of Designs & Engineers* 12-52AE...mcd • • City of f Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 20, 2012 Ben Tran 35109 Pacific Hy S Federal Way, WA 98003 RE: Correction Letter #1 Development Permit Application Number D12 -274 TL Investments, Lot 1— 4056 S 146 St Dear Mr. Tran, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. Please contact the following individuals if you have questions regarding the attached comments. Building Department: Allen Johannessen at 206 - 433 -7163 Planning Department: Brandon Miles at 206 431 -3684 Public Works Department: Joanna Spencer at 206 431 -2440 Please address the attached comments 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. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D12 -274 W:\Permit Center \Correction Letters\2012\D12 -274 Correction Letter #I .doc 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 ® Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: August 23, 2012 Project Name: TL Investments Lot 1 Permit #: D12 -274 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) 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. Provide a site plan with elevation bench marks at the street, and specify finish floor elevation of the new house to show finish grade has sufficient sloping away from the house and provides sufficient sloping for the footing drain discharge system. 2. On the site plan provide additional plan details to identify a footing drain or a crawl space water - discharge system. Show footing drain details on elevation details. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. 3. Plan general notes specify CO detectors. Specifically show on the floor plan the location of the CO detectors. 4. Provide a door and window schedule. Schedules shall provide the specifics for the doors and windows and specify those with safety glazing. In addition show on the plan a key to each door and window keyed to the schedules. Safety glazing shall be specified at the stair landing and at the end of the tub shown on the plan. 5. Specify or label the elevation views as North East South and West. 6. A furnace could not be located on the plans. Show where the furnace is located. Show on the floor plan an 18 inch high appliance platform in the garage for the gas appliances. 7. Specify the house as sprinkled. Coordinate with the fire department for specific requirements. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. • • PLANNING DIVISION COMMENTS DATE: August 24, 2012 CONTACT: Ben Tran RE: D12 -274 (Correction Letter #1) ADDRESS: 4056 S. 146 St. ZONING: LDR Planning has reviewed the above building permit and corrections are required prior to issuance: 1. There is too much impervious surface in the front yard. TMC 8.25.020 (E) states, "No more than 50% of the front yard or 800 square feet, whichever is smaller, may be approved durable uniform surface." Reduce the amount of impervious surface in the front yard. Consider redesigned the house to have the garage relocated in the rear. Note that if you choose this option the front door must still face the street. • 0 PUBLIC WORKS DEPARTMENT COMMENTS DATE: September 20, 2012 PROJECT: TL Investments Short Plat ( Lot 1) 4056 S 146th St PERMIT NO: D12-274 PLAN REVIEWER: Contact Joanna Spencer at (206) 431 -2440 if you have any questions regarding the following comments. 1) Submit an erosion/sediment control plan for lot 2. 2) Submit Water Availability letter from WD #125 or a copy of WD #125 Water Meter permit. See attached form. Please note that the new home shall have a fire sprinkler system installed. 3) Submit Certificate of Sewer Availability from Valley View Sewer District @ (206)242 -3236; (form is attached) or copy of sanitary sewer service permit. 4) Driveway shall be moved slightly to the north, so it will be outside of the 10 ft wide utility easement along S. 146th Street. 5) On your site plan show existing and proposed contours. Show driveway spot elevations or directions of driveway slope. 6) Submit a site plan prepared by a WA State licensed professional engineer. Plan shall show all proposed utility lines and site work. Show required storm drainage level trench for proposed residence 7) Please submit a construction cost estimate for utilities site work. See attached Public Works Bulletin Al, A2. Please fill out item 2 on page 1 of Bulletin A2. W:Other /Joanna /D12- 274.doc • PLAN RWVIEW /ROUTING SLIP ACTIVITY NUMBER: D12-274 DATE: 10 -26 -12 PROJECT NAME: TL INVESTMENTS — LOT 1 SITE ADDRESS: 4056 S 146 ST Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENT w- 0•Yc tai ing Public Works \2 Fire Prevention n Structural P.�`' Pt? ID.3,) . t t. Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-30-12 Complete Incomplete Not Applicable n Comments: Permit Center Use Only • INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: 'ffPlease Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11 -27 -12 Approved ❑ Approved with Conditions VI Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip,doc 2 -28 -02 pEWIT GO D COSY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -274 DATE: 09 -26 -12 PROJECT NAME: TL INVESTMENTS - LOT 1 SITE ADDRESS: 4056 S 146 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued EPARTMENTS: ui ding Division ic VY/ork� Fire Prevention Structural ❑ 14anning Division ❑ Permit Coordinator a DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ta- Incomplete n DUE DATE: 09-27-12 Not Applicable Comments: Permit Center Use Only . INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 1X1 Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 10 -25-12 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • PERTCOs COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -274 DATE: 08 -17 -12 PROJECT NAME: TL INVESTMENTS - LOT 1 SITE ADDRESS: 4056 S 146 ST X Original Plan Submittal . Response to Correction Letter # Revision # Response to Incomplete Letter # After Permit Issued DEPA'TMENTS: `.�ulSing Divi on Public Works t�- =ire Prevention 10 Structural n brn £tkUt 1* Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 08 -21 -12 Not Applicable Comments: '11 Perm t'Center..Use Only':'= _ :: . INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 09-18 -12 Not Approved (attach comments) N. Permit Center Use Only (, • '. CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ PIng- -- PW Staff Initials: 144_ Documents /routing slip.doc 2 -28-02 ROJECT NAME: SITE ADDRESS: 1.t0 (0 S 11.4 b PERMIT NO: 2:7 3 ORIGINAL ISSUE DATE: 1©, i•). - (2 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS to'�(0—td� z lIIo112 i _ Summary of Revision: c,(, Q 44ot r -p 6lq,b or -I rak, Received by: Received by: � /r/ ,e%ticb,41,,,/ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) Cityef Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (1) - 2 1 V Plan Check/Permit Number: Y 1 Z Z l ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: Summary of Revision: Le I :-- Phone Number: fiECEIVE13 CRY OF Tu PERMIT CENTER Sheet Number(s): Ski -e (if "Cloud" or highlight all areas of revisi including date of r is � n b. I Received at the City of Tukwila Permit Center by: Entered in Permits Plus on (O- H:\Applications\Forms- Applications On Line \2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 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 Mh4G!YYp41.1 '' " .05.1 RRI*6 :4 S, 7.1. Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 9 `--LQ V - Plan Check/Permit Number: D 12-274 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: TL Investments — Lot 1 Project Address: 4056 S 146 St Contact Person: Se') TaAn Summary of Revision: Phone Number: (253) SS5 -I5IS 01-242-r-fi on It3. AECF 1v ) CITY OF 'tuKuvri SEP 2 6 2012 Sheet Number(s): HM[r cENTE "Cloud" or highlight all areas of revision includi ! ' to of rev, ion Received at the City of Tukwila Permit Center by: N--- .Entered in Permits Plus on 1' (41— \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov CERTIFICATE OF WATER AVAILABILITX PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant locatio and size f m ): 46 1C .�t, re.n-t LOT. Owner Information Agent/Contact Person Name: V...\\wvitkl , Name: ( P L Address. yIc 6 r d AVf-sf -fcir (slrA,d Address: sc 7 . s 16C- "ZD„N fit 0.) A Tge Phone: n _ g ^ . p�'6 y a - �: , w A Gj '& 0 C (o Phone: 7,0 ,G? Z e` — c Li 2 Z This certificate is for the purposes of: Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone ❑ Short Subdivision ❑ Other r^f Estimated number of service connections and water meter size(s): /ltw �, 1%1 Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): 4 j Z C Owner /Agent Signature Date Part B: To be completed by water utility district 1. The proposed project is within Ttc k w i c_d¢ / Kin, Ct 2. No improvements required. (� (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Ai IF (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2 SOO gpm at 20 psi residual for a duration of 2 hours at a velocity of / 5 fps as documented by the attached calculations. 5. Water availability: ErAcceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. pp�� ElSystem is not capable of providing service to this project. GO R R E CT l o N LTR# I hereby certify that the above information is true and correct. KiN Cac..wUTJ IA)64TER De sr tZ5 Agency hone Q 2_®6 -Z4-/ Z -9517 M )a-L t `?-17— tZ By Date (9 -/7- i.9 This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" RECEIVED CITY OF TUKWILA H:WpplicationsWorms- Applications On Line\2011 -05 Water Availability.doc Revised: May 2011 SEP PERMIT CENTER • • Certificate of Water Availability King County ester District No. 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate ") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ( "City "). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or govemmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature Date q ltd -(2_ District Representative I. ,_ , �. Date ?--/ 7— /2— >A i4 1�f1tFrl ftRL�1". tlYViRg4ITfli''. 14816 Milita Road South P.O. Box 0 Tukwila, 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY Residential: $50 Certificate of Sewer Availability Commercial: $100 OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: 62—Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ❑ Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: \ /� Phone: 9 2 2 err. 6/(I y z ` 1 1-� Plr\DvAl 04 Property Address or Approximate Location: Tax Lot Number: 1-0T-4-1.. /40 CC 4 1 14 6 00 /4 60 cp `' OZ 5' Legal Description(Attach Map and Legal Description if necessary): ki\17G/YNA5 1 _ -- ra..tc> Lo k- 62 3 Li )t-T. 4,A) 6'- 1 5 V A- , PLc Loci ro cC , Part B: (To Be Completed by Sewer Agency) 1. `,311--a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): CORRECTION LTR #___...� 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. Ora. 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: $ RECEIVED a. District Connection Charges due prior to connection: CITY OF TUKWI GFC: $ SFC: $ UNIT: $ TOTAL: $ SEP 2 6 2012 (Subject to Change on January 1st) PERMIT CENTS Either a King County /Metro Capacity Charge, a SWSSD, or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: ❑ Required ❑ May be Required c. Other: .5e74. ed q,ya ii , ./I A, rAA,/ f A ,4 ,fcv/r7 /4ca% / 1/2/77,e Ir141) 1 2712.26.7 LI I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Title ?//7/./ . Date • 11 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 "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, 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 ofSewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature Date Contractors or Tradespeople P ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LftI 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. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County Business Type Parent Company GREENBUILD CORPORATION 2066952347 5041 Renton Ave S Seattle WA 98118 King Corporation UBI No. 603061584 Status Active License No. GREENC*909QQ License Type Construction Contractor Effective Date 11/18/2010 Expiration Date 11/18/2012 Suspend Date Specialty 1 General Specialty 2 Unused Business Owner Information Name Role Effective Date Expiration Date HUYNH, CAO VAN President 11/18/2010 Amount HUYNH, HUONG THI Vice President 11/18/2010 PC83189 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 CBIC SI7923 11/12/2010 Until Cancelled $12,000.00 11/18/2010 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 3 Preferred Contractors Ins Co R PC83189 05/01/2012 05/01/2013 $1,000,000.0005 /02/2012 2 United Specialty Insurance Com SIG0001318 11/15/2011 11/15/2012 05/02/2012 $1,000,000.00 11/16/2011 1 Preferred Contractors Ins Co PC77251 11/15/2010 11/15/2011 $1,000,000.00 11/18/2010 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions /Citations Information No records found for the previous 6 year period https: // fortress .wa.gov /lni/bbip/Print.aspx 10/12/2012 Slab -on -grade insulation shall be placed on the outside of the foundation or on the inside of the foundation Wall. The insulation shall extend downward from the top of the slab for a minimum distance of 24 inches or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance of 2 =1 inches. Above Grade insulation shall be protected. A two -inch by 2- inch (maximum) nailer may be placed at the finished floor elevation fbr attachment of interior finish materials. Provide protection for exterior placed insulation. n r. e. If It r".11-7 r- a. n + e et C ■ r t PLANNING APPROVED . No charges 'can be trade fo thus — witt>out approval from the Planning Division of DCD 1. %" DIA. ANCHOR BOLT © 72" O.C. U.N.O. IN SHEAR WALL SCHEDULE W/ 7" MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE U.N.O. IN SHEAR WALL SCHEDULE 3. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 4. 4" CONCRETE SLAB OVER 4" COMPACT FILL 5. FINISH GRADE OR SLAB AS OCCURS 6. (2) #4 REBAR CONTINUOUS BOTTOM OF FOOTING W/ #4 BARS 0 UPPER 12" OF WALL 7. #4 BARS VERTICAL WITH STANDARD HOOK 0 48" O.C. MONOLITHIC SLAB & FOOTING SCALE: N.T.S. z 102 1. 2x STUD WALL PER PLAN 2. 2x PRESSURE TREATED SILL PLATE W/ PDPW -300 INTERIOR ANCHOR ® 12" O.C. 3. CONCRETE SLAB PER PLAN 4. (2) #4 REBAR CONTINUOUS IN FOOTING INTERIOR CONT. THICKENED FOOTING SCALE: N.T.S. PER PLAN 1. WOOD COLUMN PER PLAN 2. SIMPSON PB POST BASE AS OCCURS (U.N.O ON THE PLAN) 3- #3 TIES AT 10" O.C. AT PEDESTAL 4. (4) #4 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 6. 12" SQUARE CONCRETE PEDESTAL (OPTIONAL) 7. CONCRETE FOOTING 8. 2 — #4 BARS EACH WAY (U.N.O. ON THE PLAN) 9. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION WOOD COLUMN AT FOOTING SCALE: N.T.S. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. VO T 2: Revisions will require a new plan submittal end may include additional plan review fees. 34' -0' �36' MIN. CONC. LANDING SLAB ON GRADE c0 14' -10' C. SLAB ON P. FILL TYP. SLAB ON GRADE 124 4' CONC. SLAB ON 4' COMP. FILL TYP. SLOPE 3/16' / FT TOWARD DOORS CONT. FTG. 511-014 24 34'-0" FOUN4TION FR4MING PLAN 6' -4' 7' -8' ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS ALL FOOTINGS TO REST ON UNDISTURBED SOIL PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL SEPARATE PERMIT REQUIRED FOR Mechanical Electrical I Plumbing ( Gas Piping Cy of Tukwila ICI CI DIVISION CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1/4" = 1' -0" REVISION NO ai ¢ A REVIEWED FOR CODE COMPLIANCE APPROVED OCT 3 0 2012 \, City f kwila BUILDIN !VISION r., FILE COPY Permlt Flo. � Pl ^^ r view approval is subjD ect to — snots �� and omisstom jr va! of construction documents does not authc a Ih v' iation of any adopted code or ordinance. Rec.ipt of Lpproved Fie Copy and BY ;�f • Date: (/-- / Z-- Citr Of ii,tkwlla BUILDING DIVISION EXPIRES 12/28/ PREPARED BY: *World of 35109 PACIFIC FEDERAL WAY, WA 98003 FAX: 253 - 441 -4207 RECEIVED CITY OF TUKWILA H cn H W . F. x 2 6 2011 E PERMIT OCT CENTRt x eZi E-- 4F' —�mot-H ;17Lf W BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. S2 JOB NO. / FOUNDATION NOTE: USE FOOTING SCHEDULE MIN. 6" WIDE POST BELOW BEAM SPLICES P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. USE USE O24 P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING ■ 24 P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING W/ (3) #4 BARS EACH. WAY 30 P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ (3) # 5 BARS EACH WAY ■ 36 P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY • 42 P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY ■ FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY ;17Lf W BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. S2 JOB NO. / 0 0 s \Lot 1 —SITE PLAN.dw E Plot \CADD \Drawings \Build \Working \R09401 — GemTurley Shor Hon Phan a 0 DRIVEWAY • • a .a 7 4 4 ti. BSBL C:4E.SS & dTILITIES- t.: ASEMEN . • N LOT 1 (8,428 SQ. FT.) PROPOSED SINGLE FAMILY RESIDENCE FFE= 278.00 a • .C34110filVEWAY M I> 0 D • nD • DOWNSFIOUT (TYP) 14.6'I poRCN D' p WALKWAY BSBL N ,. SD — FOG LINE ASPHALT ROADWAY ss / S. 146TH STREET — _ G PLAN i HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. 1 ss a G LEGEND C PROPERTY LINE BSBL RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE CORNER SET CEMENT CONCRETE PAVEMENT ASPHALT PAVEMENT PROPOSED RESIDENCE PROPOSED INFILTRATION TRENCH SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical ectrical ❑ Plumbing ❑ Gas Piping C y of Tukw+ a DIVISION REVISIONS No changes shall by made to the scope of rfa,rk v.,ithout prior approval of : f..ila Eu'cling Division. 1 , :ss will r: quir' a new pin suhrnitt ^I may i v: Jde acldItional plan reviovi fees. 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL PROVIDE: 12" MIN COVERAGE OF ,DRAIN WITH CLEAN 1 1/2" — 3/4" :WASHER ROCK FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) NOTES: 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE „AN! , j t APPRO WED • changes can be made. to these plans without approval from the Planning Division of DOD pproved B: :ate= DRIVEWAY FINISH GRADE WASHED ROCK 3/4" — 1 1/2" DISPERSION TRENCH SECTION \� SCALE: NONE SCALE: NONE z ao WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC NATIVE FILL EXISTING GROUND 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) z WASHED ROCK 3/4" — 1 1/2" INFILTRATION TRENCH SECTION G7N) SCALE: NONE SCALE: NONE CONSTRUCTION NOTES: O CONSTRUCT DISPERSION TRENCH (15'L X 2'W X 0.5'0) PER DETAIL 2. O CONSTRUCT CONCRETE DRIVEWAY. 0 INSTALL 1" WATER SERVICE UNE WITH EXISTING WATER METER. UPGRADE METER AS REQUIRED. ® INSTALL 1" WATER METERS (BY WATER DISTRICT #125) FOR LOTS 3 AND 4. Q UTLITIES TRENCH (POWER, GAS, CABLE & TV). ® INSTALL 4" SIDE SEWER UNE cs 2.0% SLOPE MINIMUM. ® INSTALL 16 LF OF 4" PVC AT 0.50% SLOPE MINIMUM. CONNECT TO EXISTING DRAIN STUB. ® CONSTRUCT 2' X 10' LEVEL TRENCH WITH PERFORATED PIPE PER DETAIL 1. ® INSTALL CATCH BASIN OR AREA DRAIN WITH SOLID LID. 1®0 INSTALL 20 LF OF 4" PVC FOOTING DRAIN AT 0.50% MINIMUM. 11 INSTALL 20 LF OF 4" PVC ROOF DRAIN AT 0.50% MINIMUM. 0 INSTALL 4" PVC FOR ROOF DRAIN AND 4" PERFORATED PVC FOR FOOTING DRAIN. SLOPE TO DRAIN. These plans have been reviewed by the Public Forks Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac:- of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: iqC)/ z.,C)l2 By: ifs CONSULTANTS CIVIL: PBG, LLC 5130 — S. 166TH LANE SEATAC, WA 98188 (206) 229 -6422 CONTACT: HAN PHAN, P.E. OWNER INFORMATION TL INVESTMENT GROUP, LLC 2415 — 62ND AVE SE MERCER ISLAND, WA 98040 (206) 399 -5973 CONTACT: KHAN HUYNH TAX PARCEL NUMBER 0040000235 F r g;y No. A �. Pe'r R� FOrr:1.92 l ^ subject 0 Oiru art-1 e^' T : S. 1. iJ`.. t3yct,:y.•1 U0N ae. aL;. av7, c3;13. tz. �.. ... l.- �;`.%aC.rVU 1�ru w v:i►'11 :t1 ii,���1i1�i�lNii`J f.itr.t{Siii..v.Fv n � E8 EMS.,. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 1,392 SQ. FT. TOTAL 1,392 SQ. FT. 1,392 / 8,428 =0.165 X 100% = 16.5% MAXIMUM BUILDING COVERAGE 630 SQ. FT. MAXIMUM IMPERVIOUS SURFACES HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 1,392 SQ. FT. PATIO & WALKWAY 49 SQ. FT. DRIVEWAY 630 SQ. FT. TOTAL 2,071 SQ. FT. 1071 / 8,428 =0.246 X 100% = 24.6% MAXIMUM IMPERVIOUS SURFACE NOTES: CORRECTION RECEIVED CITY OF TUKWILA SEP 2 6 2012 PERMIT CENTER 1. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15 MIN. FROM HOUSE FOUNDATION. 2. BUILDING LOCATION ESTIMATED FROM SITE PLAN PROVIDED BY CLIENT. 3. SEE SHEET EC1 FOR TEMPORARY EROSION SEDIMENT CONTROL PLAN AND DETAILS. NO. DATE BY REVISION DESCRIPTION JOB NO. R09401 ISSUE DATE 9 -12 -2012 DESIGNED BY: DRAWN BY: CHECKED BY: PROJ. MNGR: H. H. PHAN H. H, PHAN ._JEt Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229 -6422 TL INVESTMENT GROUP - LOT 1 RESIDENCE 4056 S. 146TH STREET TUKWILA, WA 98168 REFERENCE SHEET NO. SP1 SITE PLAN SHEET 1 OF 1 SHEETS -RAL NOT -S: COPES: DESIGN IS IN ACCORDANCE WITH THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: ROOF 25 PSF (PG) FLOOR 40 PSF DECKS 60 PSF LATERAL WIND EXPOSURE B 85 MPH SEISMIC PER ZONE D SITE WORK: UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED THE FOUNDATION DESIGN IS BASED UPON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 1500 PSF. EXTERIOR FOOTING SHALL BEAR 18' MINIMUM BELOW FINISHED GRADE UNLESS NOTED OTHERWISE. ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOIL. ALL BACK FILL MATERIAL SHALLBE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLOMNS. CONCRETE: REFER TO STRUCTURAL NOTES. CARPENTRY: FOR LUMBER STRENGTH (REFER TO STRUCTURAL NOTES WOOD VEARING ON OR INSTALLED WITHIN 1-INCH OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORTING OF JOIST AND RAFTERS. ALL NON BEARING WALLS OR PARTITIONS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD OR RAFTER WITH AN APPROVED FASTENER TO ENSURE THAT THE T4RUSS BOTTOM CHORD OR RAFTER WILL NOT BEAR ON THE WALL OR PARTITION. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO A5 TO FORM INTEGRAL PART OF THE WHOLE STRUCTURE. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL TRUSSES. FIREPLACES: ALL MASONRY FIREPLACES AND CHIMNEYS SHALL BE CONSTRUCTED TO CONFORM TO ALL APPLICABLE PORTIONS OF BUILDING, MECHANICALL AND ENERGY CODES. FLUE LINER MINIMUM, 5/8 -INCH FIRE CLAY (OR EQUIVALENT) PER IRC. FLUE AREA SPECIFICALLY DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING FLUE DAMPERS, OPERATED WITH A READILY SOURCE OF COMBUSTION AIR. MINIMUM DUCT SIZE OF 6 SQUARE INCHES IN AREA PROVIDED WITH READILY ACCESSIBLE DAMPER LOCATED IN FRONT PART OF FIREBOX. PREFABRICATED FIREPLACES, CHIMNEYS, AND RELATED COMPONENTS TO BEAR UF. OF IRC SEAL OF APPROVAL AND TO BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. HEARTH SHALL EXTEND 20- INCHES (MIN) IN FRONT OF AND 12- INCHES (MIN) BEYOND EACH SIDE OF FIREPLACES OPENINGS. FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING GLASS OR METAL DOORS. INSULATION AND MOISTURE PROTECTION: UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN 1 -z INCH CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6- INCHES ABOVE BATT INSULATION. BAFFLES TO EXTEND 12- INCHES ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATT. FRICTION FIT FACED BATT. USE 4 MIL (0.004') POLYETHYLENE VAPOR BARRIER AT WALLS. USE PVA PAINT WITH A DRY CUP PERM RATING OF ON (MAX) R -10 INSULATION UNDER ELECTRIC WATER HEATERS. 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATION OF UTILITY SERVICE THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CALKED, GASKETED OR WEATHER - STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED 'FIRE- RATED' AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.13 SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER- STRIPPED, CAULKED AND MADE TIGHTLY FITTING. VAPOR BARRIERS / GROUND COVERS: AN APPROVED VAPOR BAARRIER SHALL BE PROPERLY INSTALLED IN FLOOR DECKS, IN ENCLOSED FRAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS INSETSTAPLED BATT WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8- INCHES AND GAPS BETWEEN THE FACING AND THE FRAMING 51-IALL NOT EXCEED INCH. A GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OF EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WAL L. THE NET FREE VENTILATION AREA FOR ATTIC VENTILATION MAY BE smo OF THE AREA OF THE vENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IN INSTALLED ON THE WARM SIDE OF THE INSULATION. 'CLIMATE ZONE 1' TABLE 6 -I PRESCRIPTIVE REQUIREMENTS FOR GROUP °R" OCCUPANCY 2 Vaulted Wall z Wall Int. WWII Ext. 5 Slab 6 OPTION are a -U- Ceiling 3 Above Below 4 E5tlow 4 Floor On % of Floor Vertical Overhead VALUE Ceiling Grade Grade Grade Grade R -49 I 13% 034 0.50 0.20 OR R -38 R -21 intl R -21 R -10 R -30 R -10 R -38 TB 21 -0" ADV. R -49 IE 25% 032 0.50 0.20 OR R -38 R -2I intl R -21 R -10 R -30 R -10 R -38 TB 2' -0' ADV. R-49 R -30/ R -10 7 UNLIMITED 030 0.50 0.20 R RS R -38 R -21 intl R-21 R -10 U = ®029 2' -0' ADV. WHOLE MOUSE VENTILATION: EACH DWELLING UNIT SHALL BE EQUIPPED WITH A WHOLE HOUSE VENTILATION SYSTEM WHICH SHALL BE CAPABLE OF PROVIDING THE VOLUME OF OUTDOOR AIR SPECIFIED IN TABLE 3 -2 UNDER NORMAL OPERATION CONDITIONS. VIA MI508.2 TABLE M1508.2 MINIMUM VENTILATION RATES (CONTINUOUSLY OPERATING SYSTEMS) FLOOR AREA, FT2 BEDROOMS 1 OR LESS 2 -3 4 -5 6 -1 >1 <1500 30 45 60 15 90 1501 -3000 45 60 15 90 105 3001-4500 60 15 90 105 120 4501 - 6000 15 90 105 120 135 6001 -1500 90 105 120 135 150 >1500 105 120 135 150 165 WHOLE MOUSE VENTILATION: EACH DWELLING UNIT SHALL BE EQUIPPED WITH A WHOLE HOUSE VENTILATION SYSTEM WHICH SHALL BE CAPABLE OF PROVIDING THE VOLUME OF OUTDOOR AIR SPECIFIED IN TABLE 3 -2 UNDER NORMAL OPERATION CONDITIONS. VIA MI508.2 TABLE M1508.2 MINIMUM VENTILATION RATES (CONTINUOUSLY OPERATING SYSTEMS) FLOOR AREA, FT2 BEDROOMS 1 OR LESS 2 -3 4 -5 6 -1 >1 <1500 30 45 60 15 90 1501 -3000 45 60 15 90 105 3001-4500 60 15 90 105 120 4501 - 6000 15 90 105 120 135 6001 -1500 90 105 120 135 150 >1500 105 120 135 150 165 FOOTNOTES FROM TABLE 6 -I 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 1 MINIMUM REQUIREMENTS FOR EACH OPTION LISTED. FOR EXAMPLE, IF A PROPOSED DESIGN HAS A GLAZING RATIO TO THE CONDITIONED FLOOR AREA OF 15 %. IT SHALL COMPLY WITH ALL OF THE REQUIREMENTS OF THE 25 GLAZING OPTION (OR HIGHER). PROPOSED DESIGNS WHICH CANNOT MEET THE SPECIFIC REQUIREMENTS OF A LISTED OPTION ABOVE MAY CALCULATE COMPLIANCE BY CHAPTER 4 OR 5 OF TI-115 CODE. 2. REQUIREMENT APPLIES TO ALL CEILING EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS. "ADV' DENOTES ADvANCED FRAMED CEILING, COMPLYING WITH NOTE "3. 3. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS. 4. BELOW GRADE WALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OF R -10, OR ON THE INTERIOR TO THE SAME LEVEL AS WALLS ABOVE GRADE. EXTERIOR INSULATION FOR ITS INTENDED USE, AND INSTALLED ACCORDING TO THE MANUFACTURERS SPECIFICATIONS. SEE SECTION 602 -2 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED USE, AND INSTALLED ACCORDING TO MANUFACTURERS SPECIFICATIONS. SEE SECTION 602.4. 1. INT. DENOTES STANDARD FRAMING 16- INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R -5 INSULATION 8. RESERVED. a DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE I0 -6C 10. WHERE A MAXIMUM GLAZING AREA IS LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA SHALL BE LESS THAN OR EQUAL TO THAT VALUE. OVERHEAD GLAZING WITH U- FACTOR OF U =0.35 OR LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. 11. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NFRC 100 OR AS SPECIFIED IN SECTION 502.1.5. 12. LOG AND SOLID TIMBER WALLS WITH A MIMIMUM AVERAGE THICKNESS OF 3.5- INCHES ARE EXEMPT FROM THIS INSULATION REQUIREMENT. VENTING SOURCE SPECIFIC EXHAUST VENTILATION IS REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM. INDOOR SWIMMING POOL, SPA, AND OTER ROOMS WHERE EXCESS WATER VAPOR OR COOKING ODOR IS PRODUCED. SEE TABLE MI501.3 TABLE MI501.3 MINIMUM REQUIRED EXHAUST RATES FOR ONE- AND TWO - FAMILY DWELLINGS AREA TO BE VENTILATED VENTILATION RATES KITCHEN 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS BATHROOMS LAUNDRY MECHANICAL EXHAUST CAPACITY OF 50 CFM INTERMITTENT OR 20CFM CONTINUOUS TABLE M1502.4.4.I DRYER EXHAUST DUCT FITTING EQUIVALENT LENTGH DRYER EXHAUST DUCT FITTING TYPE EQUIVALENT LENGTH 4 INCH RADIUS MITERED 45 DEGREE ELBOW 2 FEET 6 INCHES 4 INCH RADIUS MITERED 90 DEGREE ELBOW 5 FEET 6 INCH RADIUS MITERED 45 DEGREE ELBOW 1 FOOT 6 INCH RADIUS MITERED 90 DEGREE ELBOW 1 FOOR 9 INCHES 8 INCH RADIUS MITERED 45 DEGREE ELBOW 1 FOOT 8 INCH RADIUS MITERED 90 DEGREE ELBOW I FOOT 1 INCHES 10 INCH RADIUS MITERED 45 DEGREE ELBOW 9 INCHES 10 INCH RADIUS MITERED 90 DEGREE ELBOW 1 FOOT 6 INCHES TABLE MI601.1.1 (2) GAGES OF METAL DUCTS AND PLENUMS USED FOR HEATING OR COOLING DUCT SIZE M MIN. THICKNESS E EQUIVALENT M MINIMUM ROUND DUCTS 4 ENCLOSED RECTANGULAR DUCTS 14 INCHES AND LESS 0 0.0151 (03950mm) 2 28 0 0.0115 16 AND 18 INCHES 0 0.0181 (0.4112mm) 2 26 0 0.018 20 INCHES AND OVER 0 0.0236 (0.6010mm) 2 24 0 0.023 EXPOSED RECTANGULAR DUCTS 14 INCHES OR 0 0.0151 (0.3950mm) 2 28 0 0.0115 OVER 14 INCHES 0 0.0181 (0.4112mm) 2 26 0 0.018 SOURCE SPECIFIC VENTILATION DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. EXHAUST DUCTS IN SYSTEMS WHICH ARE DESIGNED TO OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH vACK -DRAFT DAMPERS. ALL EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R -4. TERMINAL ELEMENTS SHALL HAVE AT LEAST THE EQUIVALENT NET FREE AREA OF THE DUCT WORK. TERMINAL ELEMENTS FOR EXHAUST FAN DUCT SYSTEMS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAvES OR OTHER MATERIAL. vIA SECTION 302.23 SEE TABLE 3 -3 BELOW FOR PRESCRIPTIVE EXHAUST DUCT SIZING. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE BAPOR SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18- INCHES ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP R DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY). PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.019- INCHES (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE PER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL FUEL GAS CODE. WARM AIR FURNACE INSTALLATIONS IN ATTIC OR CRAWL SPACES 51-IALL COMPLY WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY APPLIANCE DESIGNED TO E VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY FACTORY BUILT CHIMNEY, TYPE L BENT, TYPE B GAS BENT OR TYPE BUJ GAS BENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERM OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. A TYPE B OR BW GAS BENT SHALL TERMINATE PER THE INTERNATIONAL MECHANICAL CODE. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 -FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOD OF THE BUILDING AND AT LEAST 2 -FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10 -FEET OF THE VENTS PER THE INTERNATIONAL MECHANICAL CODE_ STAIRS, LANDINGS, 4 HALLWAYS: CIRCULAR STAIRWAYS CONFORMING TO THE REQUIREMENTS OF THIS SECTION MAY BE USED AS A MEANS OF EGRESS COMPONENT IN ANY OCCUPANCY. THE MINIMUM WIDTH OF RUN 51-IALL NOT BE LESS THAN 10- INCHES AND THE SMALLER STAIRWAY RADIUS SHALL NOT BE LESS THAN TWICE THE WIDTH OF THE STAIRWAY. WINDING STAIRWAYS IN GROUP R, DIVISION 3, OCCUPANCIES AND IN PRIVATE STAIRWAYS IN GROUP R, DIVISION 1 OCCUPANCIES. WINDING STAIRWAYS MAY BE USED IF THE REQUIRED WIDTHOF RUN IS PROVIDED AT A POINT NOT MORE THAN 12- INCHES FROM THE SIDE OF THE STAIRWAY WHERE THE TREADS ARE NARROWER, BUT IN NO CADE SHALL THE WIDTH OF RUN BE LESS THAN 6- INCHES AT ANY POINT. SPIRAL STAIRWAYS IN GROUP R, DIVISION 3 OCCUPANCIES AND IN PRIVATE STAIRWAYS WITHIN INDIVIDUAL UNITS OF GROUP R, DIVISION I OCCUPANCIES, SPIRAL STAIRWAYS MAY BE INSTALLED. SUCH STAIRWAYS MAY BE USED AS A REQUIRED MEANS OF EGRESS COMPONENT WHERE THE AREA SERVED IS LIMITED TO 400 SQUARE FEET. THE TREAD SHALL PRESENTA CLEAR WALKING AREA MEASURING AT LEAST 26- INCHES FROM TH EOUTER EDGE OF THE SUPPORTING COLUMN TO THE INNER EDGE OF THE HANDRAIL. A RUN OF AT LEAST 1 -I/2- INCHES SHALL BE PROVIDED AT A POINT 12 INCHES FROM WHERE THE TREAD IS THE NARROWEST THE RISE 51-IALL BE SUFFICIENT TO PROVIDE 6 FOOT 6 INCH HEADROOM- THE RISE SHALL NOT EXCEED 9 -I/2 INCHES. THE WIDTH OF HALLWAYS SHALL BE DETERMINED AS SPECIFIED IN SECTION 1003.2.3, BUT SUCH WIDTH SHALL NOT BE LESS THAN 44 INCHES, EXCPT AS SPECIFIED HEREIN. HALLWAYS SERVING AN OCCUPANT LOAD OF LESS THAN 50 SHALL NOT BE LESS THAN 36 INCHES IN WIDTH. 1004.3.3.2. DOORS, WI-1N FULLY OPENED, AND HANDRAILS SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN 1 INCHES. DOORS IN ANY POSITION SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN NONE HALF. OTHER NONSTRUCTURAL PROJECTIONS SUCH AS TRIM AND SIMILAR DECORATIVE FEATURES MAY PROJECT INTO THE REQUIRED WIDTH 1 1/2 INCHES FROM EACH SIDE. MECNANf CAL: SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF THE INTERNATIONAL RESIDENTIAL CODE AND THE MECHANICAL CODE. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 10 DEGREES FAHRENHEIT AT A HEIGHT OF 3 -FEET ABOVE THE FLOOR IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE IS AS SET FORTH IN THE W.S.E.C. I. FUEL BURNING APPLIANDGES LOCATED WINING THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE. 2. FUEL BURNING- APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. 3. DUCTWORK LOCATION AND SCORSE OF COMBUSTION AIR SHALL MEET THE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GASS CODE. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHTALL BE SO LISTED AND INSTALLED PER THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOMS OR SPACES, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AND ELECTRIC HEATING FURNACES PER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL FUEL GAS CODE. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OF BASEMENT UNLESS SUCH LOCATION IS PROVIDE WITH AND APPROVED MEANS FOR EMOVAL OF UNBURNED GAS PER THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. DOORS, WINDOWS AND SKYL IGNTS: DOORS TO THE EXTERIOR SHALL HAVE A MAXIMUM 1 -I/2 -INCH STEP TO A MINIMUM 36 -INCH DEEP LANDING. ALL GLAZING SHALL MEET TI-4E REQUIREMENTS OF THE W.S.E.C. TABLE 6 -I UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINMUM NET CLEAR OPENING OF 51 SQUARE FEET. MINIMUM NET CLEAR OPEN ABLE WIDTH OF 26- INCHES AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24- INCHES, MAXIMUM FINISHED SILL HEIGHT OF 44- INCHES ABOVE FLOOR. ALL FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER A5 TESTED BY STANDARD ASTM E 283.13. SITE BUILT AND MILLWORK SHOP BUILT WOODEN SASH ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE, BUT SHALL PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER SQUARE FOOT OF DOOR AREA SET PLANS FOR: 1. MAXIMUM GLAZING AREA 2. GLAZING MANUFACTURER AND MODEL NUMBER. 3. WEIGHTED UA CALCULATIONS FOR SUBSTANDARD GLAZING. SAFETY GLAZING LOCATIONS PER INTERNATIONAL RESIDENTIAL 1. INGRESS AND EGRESS DOORS. 2. SLIDING GLASS DOORS AND SWINGING GLASS DOORS. 3. SHOWER AND BATHTUB ENCLOSURES. 4. GLAZING WITH THE EXPOSED EDGE WITHIN A 24 -INCH R IN THE CLOSED POSITION AND THE BOTTOM EDGE 15 L 5. GLAZING GREATER THAN 9 SQUARE FEE THAT IS LESS 6. GLAZING IN ALL GUARD RAILS SkMP IS •• • ER PRODUCTION •• OF THESE PLANS BY �6 • ANY MEANS IS PROHIBITED D •• I Q 16S. : -E 'lJP? WEAVE GEM F A DOOR aJALKISURFACE. � l6 AN I$ -I J M � • HOME DE qOH SCREENS NEED NOT BE PROVIDED AT SKYLIGHTS WHEN FULLY GLAZING OR IN ALL PANES INSULATING UNIT AND ALL OF THE FO I. THE GLAZING THAT DOES NOT EXCEED 16 SQUARE FEET. 2. THE HIGHEST POINT OF GLASS IS NOT MORE THAN 12 -FEET ABO ACCESSIBLE AREA. 3. THE NOMINAL THICKNESS OF EACH PANE DOWS NOT EXCEED 3/16 -INCH • TO $150,000 PER ;;FEEWSE. • • CALL THE DES'G F 10 t 1d�E%PSP t1}3 N c c8 r IIfOl ' ;RE' t !W LKt -tOREld OR SAFETY GLAZING THE FOLLOWING SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR THE PURPOSES OF GLAZING AND SHALL BE PROVIDED WITH SAFETY GLAZING 1) GLAZING IN INGRESS AN EGRESS DOORS EXCEPT JALOUSIE. 2) GLAZING IN FIXED PANELS AND SLIDING OR SWINGING PANELS OF SLIDING OR SWINGING TYPE DOORS OTHER THAN WARDROBE DOORS. 3) GLAZING IN STORM DOORS. 4) GLAZING IN ALL UNFRAMED SWINGING DOORS. 5) GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS,-BATHTUBS, AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THES COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE A STANDING SURGACE AND DRAIN INLET. 6) GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN 24 INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCES ABOVE THE WALKING SURFACE. 1) GLAZING IN FIXED OR OPERABLE PLANELS OTHER THAN THOSE COVERED BY ITEM NUMBER c AND 6 WHICH HAVE A GLAZED AREA IN EXCESS OF 9 SQUARE FEET AND THE LOWEST EDGE IS LESS THAN 18 INCHES ABOVE THE FINISHED FLOOR, OR TOP EDGE MORE THAN 36' ABOVE THE FLOOR LEVEL OR WALKING SURFACE WITHIN 36 INCHES OF SUCH GLAZING. IN LIEU OF SAGETY GLAZING, SUCH GLAZED PANELS MAY BE PROTECTED WITH A HORIZONTAL MEMBER NOT LESS THAN I -z INCHES IN WIDTH WHN LOCATED BETWEEN 34 AND 36 INCHES ABOVE THE WALKING SURFACE CAPABLE OF WITH STANDING 50# PER LIN. FT. WITHOUT CONTACTIONG THE GLASS. 8) GLAZING IN RAILINGS. REGARDLESS OF HEIGHT ABOVE THE WALKING SURFACE. INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NON - STRUCTURAL IN -FILL PANELS. 9) GLAZING IN WALLS AND FENCES USED AS THE BARRIER FOR INOOR AND OUTDOOR SWIMMING POOLS AND SPAS WHEN ALL OF THE FOLLOWING CONDITIONS ARE PRESENT: I)THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE POOL SIDE OF THE GLAZING. 2) THE GLAZING 15 WITHIN 5 FEET OF A SWIMMING POOL OR SPA WATERS EDGE. 10) GLAZING IN WALLS AT STAIRWAYS LANDINGS WITHIN THE WIDTH OF THE STAIR AND WITHIN 5 FEET OF THE BOTTOM AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF THE GLASS IS LESS THAN 60 INCHES ABOVE A WALKING SURGACE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 RAAIT N : Piz271-1 E-- Q PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: u) 1-a a,- c 1=.8 c O L11 CEO V) Imola 0) Ille4 6(7) Imml c w 46 A s- alami QOM 0 (D op (Nt in Ln Lc) M CO 00 I M Ln tr) N N Z Q OL CL N O M Lai C) O 5o) N Q (n3 >" a3 _ IX Cw CD Ei W Eml W1/4.9� 1i 0 W a o: w a (BY: B.T. DATE: 6/23/12 CHECKED: B.T. SHEET NO. JOB NO. 12-56AEi CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. 6" BEVEL SIDING COMPOSITION ROOFING 1X2 BATTENS @ 12" O.C. ON R/S PLY SIDING 12 5 1 1 12 12 12 / APROX. GRADE = 216 Amildft- -� -- - ©. �o �.... --,Ira Erw- 9v �I 1 mi misimil it III-0 EN v / mmo 1,1 /, node / m s_ ii—iim s :Foal me P IP1 oI�m fr =: ■rlgi:i �0 i� ;I1:.'91 N TOP PL. SUB. FLR SOUTH LEYATION SCALE: 1/4" = 1' -0" - VERIFY LL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASO ' Y AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. DE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED CAULK ALL EXTERIOR JOINTS AND PENETRATIONS POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE FASTENERS TO BE HOT- DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) •1 ADHERED STONE VENEER NOTE: PROVIDE CONTINUOS PRE - PAINTED G.I. "Z" FLASHING AT ALL EXT. DOOR & WINDOW HEADERS. TOP PL." 5UB. FLR APROX. GRADE = 216 T1 -11 SIDING TYP. L APROX. GRADE 216 ( EAST LEv4TION SCALE: 1/4" = 1' -0" SCALE: 1/4" = 1' -0" •� OBTAIN LEGAL COPIES :1 Or Ti; Iii rio) APROX. GRADE = 216 WEST E EV4TION SCALE: 1/4" = 1' -0" COMPOSITION ROOF III11III1IIII 111111111111 APROX. GRADE = 216 11 1 11 1 NORTH LEV4TION CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1/4" = 1' -0" APROX. GRADE = 216 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION CORRECTION PECE ? "1ED CITY OF TUKWILA SEP 2 6 2012 PERMIT CENTER CITY COMMENT W F- Q N 1 J PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: G. j I v) w w c c CZ W CO C = *co'', w 46 033 -0 com - w o g:= cn in c4 �� CO Nit 11 re) uu) N N W X 0L a IBY: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A2 JOB NO. C ivii.J /- /JAN, \ • CI � . � RCI'RODUCT'ON'' -\ `: 1 • 1 .0 •.1 ■I:ITEDk % • RY FEDERAL LAW. VIOLATIONS • ,� ! : ARE PUNISHABLE BY FINt5 uP m I • COUNC L s OF PUBE,ySH9BaBC • • HOME DE$9%NERS : Co) TO S100,O00 PER OFFENSE. • � \ f ® CM L1 TIE DESIGWER TO APROX. GRADE 216 ( EAST LEv4TION SCALE: 1/4" = 1' -0" SCALE: 1/4" = 1' -0" •� OBTAIN LEGAL COPIES :1 Or Ti; Iii rio) APROX. GRADE = 216 WEST E EV4TION SCALE: 1/4" = 1' -0" COMPOSITION ROOF III11III1IIII 111111111111 APROX. GRADE = 216 11 1 11 1 NORTH LEV4TION CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1/4" = 1' -0" APROX. GRADE = 216 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION CORRECTION PECE ? "1ED CITY OF TUKWILA SEP 2 6 2012 PERMIT CENTER CITY COMMENT W F- Q N 1 J PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: G. j I v) w w c c CZ W CO C = *co'', w 46 033 -0 com - w o g:= cn in c4 �� CO Nit 11 re) uu) N N W X 0L a IBY: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A2 JOB NO. 34' -0' 5' -8' 5 -6' 2' -6' Th J DW 1111 5050 XO, S.G. 4'X8' Tf- 4' .LAB 506: SLGD 4' -1' 4' -4' 4' -4' 3050 FIX 5050 XO 3050 FIX Pal CI DINING M. 14' X II' • ••• • 3' -2' • 5' -O' -•��1'�i ■ kola:haat ** 3'X6' ISLAND • •vv •REF._kA KITCHE N 1\I4'X9' RANGE (vTO) L_ _ _ 0 0 4'X3' PATIO 4' SLAB 11' -1' 6l I' -0 ARCHWAY 6 NV 20 MIN. RATED DOOR 2' -8' GARAGE SLAB ON GRADE WALL LINE ABOVE I' -6'� 2' -10' GREAT RM. 19' X 16' 4, -5' GAS FIREPLACE 9' -1' PANT� Ire r!r /7e PLATFORM 18' AFF tisirL PROVIDED SEISMIC 0. RESTRAINT STRAP PER 5082 OF 2009 UPC M 2468_ Mr maw ►cl 4' BOLLARD PROVIDE PRESSURE RELIEF VALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK. - PROVIDE ONE LAYER GWB TYPE 'X' AT - eE10\165 -60Mfh6N -W111 HABITABLE- AREAS - -WHERE THE SE!ARATION IS A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GLUE. -THE GARAGE SI -4ALL BE SEPARATED FROM THE RESIDENCY AND ATTIC AREA WITH NO LESS THAN 1/2' (sWB ON THE GARAGE SIDE. WALL LINE ABOVE H - 5'- 0 1� DR ARDWOOD Ew/octi • cv ctl f1 11M 1 MEN CLOSET 12' 7- t cYl 2' -8' MIN ENT I10v SD IEDWAP / 2 -4' 2668 WALL LINE ABOVE 5' X 2 OFFICE 9'X12' 2668 mom /I -9'/ 16010 01-ID 16' -0' 1060 SL I ORC -1 L1 SLAB 4050 XO 18'x24' CRAWL SPACE ACCESS P-4' l' -I0' / 2' -3' 3' -Il' 2' -0' 4' -0' 1' -0' MAIN FLOOR PLAN ALL DOOR/WINDOW HEADERS TO BE 6XS DF#2 AT 2X6 BEARING UJALLS , U.N.O., 6' -0' MAX. SPAN WINDOW HEADERS AT 1' -S' ABOVE SUB FLOOR, UN.O. PROVIDE FIREBLOCKING AS REQUIRED PER I.R.G. - EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.G. UN.O. - INTERIOR PARTITIONS TO BE 2 X 4 AT 16' O.G. (2X6 6 PLUMBING WALLS, U.N.O.) - DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL NO DUCT OPENINGS IN GARAGE El PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF T1-4E MEMBER BEING SUPPORTED (UN.O.) SCALE: 1/4" = 1' -0" 5' -0' 6' -10' 2' -2' 6' -6' 6' -10' 5040 XO 3031 FIX S.G. 6050 XO EGRESS EGRESS SOAK TUB E3EDRM *3 ``' 12' X II' M- 84TI -I \9' X II' 8' -I0' 3' X 5' SHOWER 468 MASTER 13' X 16' CARPET LINEN CLOSET 5068 BY -PASS 6' -0' ' -IO' 3' -0' 2' -4' 3' -2' 3' -6 5068 BY -PASS LANUD D (VTO) LOFT AREA CARPET DN 16R 5068 BY-PASS 1/2 ALL 42' HIGH 2050 FIX 2058 FIX /I' -10'/ BWDIRm *2 12' X 11' 1' -10' OPEN TO BELOW EGRESS 5050 XO 2' -4' 3' -2' IP -0' 5' -6' .® e REpP3R,1:T1K?. ® OF THESE PLAI9g A `PAf4Y MEANS IS P, I1FD% )4+.\ 3Y FEDERAL LAW. AIO �TIOIS C,....1 • ARE PUNISHABLE BY FINES UP "'-' • zoUNC L OF PU64.Hc8 IMG HOME DEERGM Rte` A— TO $1150,000 PER OFFENSE. e$ " CALL THE DESIGNER TO ., OBTAIN LEGAL OPiES 8'-6 t� . + OF THIS PLA.ri. 2006 -2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51 -56 WAC). UPPER FLOOR PLAN TYPICAL NOTE: ALL DOOR /WINDOW HEADERS TO BE 6X8 DF #2 AT 2X6 BEARING WALLS , U.N.O. WINDOW HEADERS AT 6' -8" ABOVE SUB FLOOR U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. U.N.O. INTERIOR PARTITIONS TO BE 2 X 4 AT 16" O.C. (2X6 @ PLUMBING WALLS, U.N.O.) - DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL - NO DUCT OPENINGS IN GARAGE ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE: 1/4" = 1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION *CITY OF TUKWILA REQUIRED SPRINKLER FOR NEW SINGLE FAMILY RESIDENCE, COORDINATE WITH FIRE DEPARTMENT FOR SPECIFIC REQUIREMENTS CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. 6' -8" MIN. 1- 1EADROOM 1 1/4' DIA. MIN. WAND R4IL HANDRAIL TO BE CONTINUOS FOR FULL LENGTH OF FLIGHT R3111.1.1 BALUSTERS TO CONFORM TO IRC. SEC_ R.3123 3/4 MIN.-1'4' MAX NOSING 2X4 THRUST BLOCK BELOW STAIR INSTALL '/2' GWB m CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING e MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS 15 UNFINISHED INTERIOR/GUARDRAIL STAIR NOTES: - HANDRAILS MUST NOT PROJECT MORE THAN 41/2' INTO THE STAIRWAY AND MUST BE ABLE TO RESIST A 200 Ib. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS R311.1.1 4 8311.12 - LIGHTING 15 REQUIRED AT THE TOP, BOTTOM, AND ANY LANDINGS WITH CONTROLS AT NE TOP AND BOTTOM OF STAIRS WITH 6 OR MORE RISERS. - THE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4' SPHERE TO PASS THROUGH ANY OPENING. IRC SECTION R3122 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION R3I15.1 - STAIR 4 STAIR LANDING MINIMUM WIDTH 51-1ALL BE NO LEGS THAN 36' IRC SECTION 8311.15 - RISER OR TREAD MAXIMUM DIFFERENTIAL 51-1ALL BE NO MORE TI-1AN /g . IRC SECTION 8311.1.42 - NOSING IS NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN 11'. IRC SECTION R311.1.4.2 IRC SECTION R3II533 EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE NE DWELLING. IRC SECTION 8303.6 4 R303.6.I - A MAXIMUM SLOPE OF 1:48 (2%) 15 REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION 8311.1.6 INTERIOR WINDER STAIR NOTES: - WINDER TREADS ARE REQUIRED TO HAVE ,4 MINIMUM OF 6' DEPTH AT INNER EDGE. IRC SECTION R311.532 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC 8311.15 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC 8311.1.5 STAIR DETAIL RECEIVED CITY OF TUKWi_A SEP 2 6 2012 PERMIT CEA CITY COMMENT w A m PAYMENT OF USES FEE 15 DUE TO NE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT KITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET A5 INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO NE PROPERTY OF THE RESIDENTIAL GROUP, LLC. r..7 In � Boma a) I...a N C 0:61 .0.) 4W wc i= °5 co= N Imola g) = 7) ammo 0 w O El m o w O W �,�► o. W Y: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A3 JOB NO. AREA SUMM4Y MAIN FLOOR: 1020 SF. UPPER FLOOR: 1125 SF. TOTAL: 2145 SF. GARAGE: 420 SF. L ( �'� j�'�'" 1'` r -4 I /� ' "' ING SECTION ION SOS l WSEC/ '` INTERIOR LIGHTING 05.1 (WSEC) A MINIMUM OF 50 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES EXTERIOR LIGHTING 0.2 (WSEC) LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDING ON TI-4E SAME LOT SHALL BE HIGH EFFICACY LUMINAIRES SMOKE DETECTORS ®SD INSTALL SMOKE DETECTORS PER CODE, 110V /9V INTERCONNECTED 1I0v OCm ALARM CARBON MONOXIDE ALARM NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPERATE SLEEPING AREA IN T1-4E IMMEDIATE VICINITY OF THE BEDROOMS, SEE SECTION 8315 VENTILATION SCI -- W D UL E VENTILATION REQUIREMENTS OF IRC TABLE M1501.3 SYMBOL + 1 KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS 2 MECHANICAL EXHAUST CAPACITY BATHROOMS - TOILET ROOMS OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS RECEIVED CITY OF TUKWi_A SEP 2 6 2012 PERMIT CEA CITY COMMENT w A m PAYMENT OF USES FEE 15 DUE TO NE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT KITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET A5 INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO NE PROPERTY OF THE RESIDENTIAL GROUP, LLC. r..7 In � Boma a) I...a N C 0:61 .0.) 4W wc i= °5 co= N Imola g) = 7) ammo 0 w O El m o w O W �,�► o. W Y: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A3 JOB NO. CONSTRUCTION NOTE: * REFER TO "S" SHEETS * CONTRACTOR TO VERIFY PRIOR TO COMMENCING * NO FIELD ALTERATIONS 2 x 6 STUDS o 16'o.c. W/ R -21 INSUL. TYP. COMP. ROOFING ON 15 *FELT UNDERLAYMENT ON 1/16' SHEATHING TYPICAL. 12 D5 SIDING PER ELEVATIONS TOP PLATE SUB FLR. 1050 XOX 1050 XOX FLOOR JOIST AS PER PLAN 3/4' T 4 G PLYWD TOP PLATE LIVING FOYER 3/4' T 4 G PLYWD GLUED 4 NAILED TYP. FLOOR JOIST AS PER PLAN APPROX. GRADE 4' 4) CONT. TIGHTLINE TO STORM SEWER CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. CONT. RIM JST TYP. APPROX. G'ADE -III III =III 11111111 III I11 111 , 111 III 11 I11 1- III 11��II= = 111_111 11 7 =III- 1111111- 111 -1111, , ,111- CONC. FTG. AS - PER PLAN SECTION SECTION IS" MIN. CRAWL SPACE W/ 6 MIL VAPOR BARRIER TYPICAL. SCALE: 1/4" = 1' -0" 1 1 TICAL I'E 7 K - COMPOSITION ROOF SHINGLES - 15# ROOFING FELT - 2 -LAYER 7/16" SHEATHING - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R -49 INSULATION - 5/8" GWB. CEILING - 1/8" TO 1/4" MESH SCREEN OVER OPENINGS - NET OPENING AREA MINIMUM 1/150 OF VENTED AREA OR 1/300 IF 50 % -80% OF VENTING NEAR TOP OR VAPOR RETARDER - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION R806.3 TYPICAL ULALL CCNS JGTlON - SIDING AND /OR VENEER PER ELEVATION - 2 -LAYER 7/16" PLY OR OSB SHTG.( U.N.O ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS @ 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25 %, BORING 40% 60% BORING IF DOUBLED & NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS @ 16" O.C., INTERIOR PARTITIONS (2X6 @ PLUMBING WALLS) NON- BEARING WALL MAXIMUM NOTCH 40 %, BORING 60% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD - R -21 INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING TYPICAL ELIZE CON3Tni21ON - FINISHED FLOOR PER PLANS - 3/4" T &G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R -30 INSULATION OVER UNHEATED AREAS COMPOSITION ROOFING 15° FELT PAPER 1/16" SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT ALTERNATE BAYS 5/4 x 5 FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS 9 16" O.C. - TYP. R -21 INSULATION 1/16' PLY SHT'G - TYP. TYvEK WRAP - TYP SIDING PER ELEVATION 3/4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN - — IN El EMX0111114 BEM 1:0 R -49 INSULATION- 1 WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS _ TYP.- 3/4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN R -30 INSULATION 5/4 X 10 TRIM BAND 2X P.T. WOOD SILL PL / S •••.••..••® " " \.• REPRODUCTION '.0 '� .• OF THESE PLANS BY ®.� • ANY MEANS IS PROH B i ED �',� s BY FEDERAL LAW. VIOLATIONS .6 v, : ARE PUNISHABLE BY FNS S UP '°'" • COUNCIL • ei • OF PUBLISH !'!C fHOME DE GMF. z, ✓ C; TO $150,000 PER OFFENSE �� . CALL THE DESIGNER 10 erv� • OBTAIN LEGAL COPIES , . I/ ° OF THIS PLAN. e" C _• cfJ SUBFL PL E SUB FL.. REBAR PER DETAIL 4" 4) CONT. TIGHTLINE TO STORM SEWER 16' 6 MIL. VAP. BARRIER TYPICAL WALL SECTION At HOUSE NOTE: 7/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1 -11 SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 09 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 IT c,FNTE- PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. w o ga a a W d (Dt� 0 LO I M NI- CO NI- I ▪ M ▪ ul N N W O 2 d BY: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A4 JOB NO. GENERAL NOTES BUILDING CODE 2009 IBC EDITION OF THE INTERNATIONAL BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 12 PSF WIND LOAD = 85 MPH WIND SPEED, EXPOSURE "B" SOIL SITE CLASS "D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R -3 DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I -JOIST /BEAM MANUFACTURER PLANS. - TRUSS DESIGN FOR ROOF FRAMING - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS & SPECIFICATIONS (IF REQUIRED) SITE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN AVERAGE SOIL BEARING OF 1500 PSF PER SOILS REPORT EXTERIOR FOOTINGS SHALL BEAR 18" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3 "x3 "x1/4" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8" DIAMETER AT 6' -0" O.C. U.N.O. WITH MIN. 7" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON OR APPROVED EQUAL. CONCRETE MINIMUM CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS TO BE 2,500 PSI WITH 6% AIR ENTRAINED +/- 1% (FOR WEATHERING) CONCRETE "BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCEING STEEL TO COMPLY WITH ASTM A615 GRADE 40. LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: SHEAR WALL SCHEDULE WALL MARK SHEATING TYPE SIDES SHEAR PANEL EDGE NAILING FIELD NAILING PANEL EDGES PLATE NAILING ANCHOR BOLT DIA. & SPACING PLATE SIZE HOLDOWN TYPES POSTS P1 -6 7/16" ONE 8d ®6" O.C. 12" O.C. 2X 160 o RS 0 12 5/8 "0 @I 72" O.C. 2X PER PLAN P1 -4 7/18" ONE 8d ®4" O.C. 12" O.C. 2X 6Q0 �AILS ® 5/8"0 0 48" O.C. 2X PER PLAN JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi BEAM DF -L #2 - Fb =900 psi, Fv =180 psi, Fc =1350 psi, E= 1600000psi DF -L #2 - Fb =875 psi, Fv=170 psi, Fc =600 psi, E= 1300000psi 4X 6X OR LARGER STUDS HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi 2X4 2X6 OR LARGER POSTS HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi DF -L #2 - Fb =750 psi, Fv =170 psi, Fc =700 psi, E= 1300000psi 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED - LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS & 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 PSI, Fc = 650 PSI (PERPENDICULAR), E = 1,800,000 PSI. ENGINEERED ROOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE W1Th THE LATEST ICC EVALUATION REPORT. PARALLAM (PSL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc = 750 PSI (PERPENDICULAR), E = 2,000,000 PSI. MICROLLAM (LVL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES: Fb = 2,600 PSI, Fv = 285 PSI, Fc = 750 PSI (PERPENDICULAR), E = 1,900,000 PSI. CALCULATION SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES TRUSSES SHALL BE DESIGNED & STAMPED BY A REGISTERED WASHINGTON STATE PROFESSIONAL ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS. NONBEARING WALLS Sr AWAY FR QM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT B AR ON THE WALL APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. MANUFACTURER - DESIGNED AND APPROVED DIAGONAL AND SWAY BRACING SHALL BE INSTALLED AS REQUIRED. ROOF /WALL SHEATHING TYPICAL WALL SHEATHING SHALL BE 7/16" AND ROOF SHEATffiNG SHALL BE 7/16" UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d ® 6" O.C. @ PANEL EDGES AND 12" O.C. IN FIELD. U.N.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" TdcC SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BB 8d COMMOM OR 6d RING SHANK AT 6" O.C. ®® PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. 1. FRAMING SHALL BE HEM -FIR #2 ® 16" O.C. MAX (U.N.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (U.N.O.) 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF 8d 0 6" O.C. EDGE, 12" O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 2306.3, NOTE (e). 5. ANCHOR BOLT SPACING IS 6' -0" O.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12" AND NO LESS THAN 7 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE Y4 "x3 "x3" WASHERS AT ANCHOR BOLTS. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (U.N.O.) PER IBC TABLE 2306.3. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: 8d COMMON (0.131" DIA., 2Y2" LONG), 8d BOX (0.113" DIA., 21/2" LONG), 10d COMMON (0.148" DIA., 3" LONG), 10d BOX (0.128" DIA., 3" LONG), 16d COMMON (0.162" DIA., 3Y2" LONG), 16d SINKER (0.148" DIA., 31/4" LONG), 5d COOLER (0.086" DIA., 15/8" LONG), 6d COOLER (0.092" DIA., 1 7/8" LONG) 7. 1 1/4" No. 6 DRYWALL SCREWS (TYPE W OR S) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.7. 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2 -2x'S W/ 1Od FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2 -2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO WALLS WITH 8d EDGE NAILING AT 2" O.C. OR 1Od EDGE NAILING AT 3" OR 2" 0.C. OR WALLS SHEATHED ON BOTH SIDES) 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE. COORDINATE WITH MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF SUBSTITUTED HARDWARE. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW. 11. SIMPSON MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2) FOR (1) FOR THE 5/8" DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (I.E. (2) MASP REPLACE (1) %" DIA ANCHOR BOLT) (7) (9) 1. DOUBLE STUDS AT STRAP MINIMUM 2. BASE PLATE NAILING PER SHEAR WALL SCHEDULE (3) 3. SOLID RIM JOIST W/ 2 -Ibd PER JOIST 4. FLOOR SHEATHING: 5. JOIST PER PLAN 6. DBL TOP PLATE 7. SIMPSON STRAP PER PLAN, CENTER STRAP AT RIM JOIST 8. SHEATHING 4 NAILING PER SWEAR UJALL SCI4EDULE 9. EDGE NAIL 10. SIMPSON MSTC STRAP (PRE -BENT) 11. BEAM PER PLAN TYPICAL SIMPSON STRAP WALL TO WALL AND WALL TO BEAM HOLDOWN N.T.S EXTENT OF HEADER (TWO BRACED WALL PANELS) SECTION iHRll WALL PORTAL FRAME CONSTRUCTION (FIELD BUILT) 1. HEADER PER PLAN (MINIMUM 3 "x11Ya ") 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF 1 6d SINKER NAILS © 3" O.C. TYP. 4. SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON INSIDE FACE 5. FASTEN SHEATHING TO HEADER W/ 8d COMMON OR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN & 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. %" MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 7. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED W/ 3x OR (2) 2x, & OCCUR WITHIN 24" OF MID HEIGHT. IF 2x BLOCKING IS USED, FACE NAIL W/ (3) 16d SINKERS. 8. STRAP TIE HOLDOWN PER PLAN 9. /8" DIA. ANCHOR BOLT W/ 7" MINIMUM EMBEDMENT. USE %6 "x2 "X2" PLATE WASHER MINIMUM (TESTED ASSEMBLY) (10) t0. FOUNDATION PER PLAN 11. SHEATHING FILLER IF NEEDED 12. 1000# STRAP TIE HOLDOWN PER PLAN N.T.S 1. DOUBLE STUDS AT HOLDOWN MINIMUM 2. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR SHEATHING 4. FOUNDATION CONC. WALL PER DETAILS 100 & 101 5. SIMPSON HOLDOWN 6. TREATED SILL PLATE 7. RIM JOIST 8. EDGE NAIL 9. SHEATHING PER SHEAR WALL SCHEDULE (8) (5) TYPICAL STRAP HOLDOWN AT FND. N.T.S \'7 .Osea_v -s., .� REPRODUIiiON •• OF THESE PI NS P,Y • ANY MEANS IS j .OHIBITE 3 b Of psezAa ratwaa ' ft IVMIiii L MPG: I NE PIA:. *' sg=` STHD14- MAIN FLOOR SHEAR WALL KEY PLAN SCALE: 1/8" = 1' -0" r MSTC28- 131 UPPER FLOOR SHEAR WALL KEY PLAN SCALE: 1/8" = 1' -O" Dim CONSTRUCTION NOTE: * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FEILD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City its Tukwilal BUILDING DIVISION AUG 17 2012 CENTE, w 1- A EXPIRES 12/28/ PREPARED BY: cv • - 0• 001 I I • tn in in ✓ N LU 0.)N •� o N 30 N 6�, 0a O Ii O ML. zL0 x a CBY: B.T. DATE: 6/27/12 CHECKED: J.K. SHEET NO. SI MEI JOB NO. 100 2. FLOOR SHEATHING PER PLAN 3. I -JOIST PER PLAN, SECURE TO PLATE W/ (2) 10d NAIL PER JOIST 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 6. 5/8" DIAMETER ANCHOR BOLT 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 7. #4 © 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SET PERMITTED 8. (2) #4 BARS CONTINUOUS AT BOTTOM 9. EDGE NAILING PER SHEAR WALL SCHEDULE 10. 16d TOE NAILS ® 6" O.C. NOTE: SIMPSON LTP4 ® 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD CRAWL SPACE FOUNDATION. SCALE: N.T.S. 104 1. BLOCKING BY JOIST MFR. 2. (3) 16d PER BLOCK 3. FLOOR SHEATHING 4. I- JOISTS PER PLAN 5. BEAM PER PLAN 6. 2x CLEAT EACH SIDE OR SIMPSON BC POST CAP 7. 4x OR 6x P.T. POST W/ SIMPSON A34 EACH SIDE OR SIMPSON PB POST BASE 8. CONC. FOOTING PER PLAN 9. EDGE NAILS TYPICAL INTERIOR SPREAD FOOTING SCALE: N.T.S. PER PLAN 1. WOOD COLUMN PER PLAN 2. SIMPSON PB POST BASE AS OCCURS (U.N.0 ON THE PLAN) 3. #3 TIES AT 10" O.C. AT PEDESTAL 4• (4) #4 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 6. 12" SQUARE CONCRETE PEDESTAL (OPTIONAL) 7. CONCRETE FOOTING 8. 2 - #4 BARS EACH WAY (U.N.O. ON THE PLAN) 9. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION WOOD COLUMN AT FOOTING SCALE: N.T.S. CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REF ' CES, 'AMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. 2. FLOOR SHEATHING PER PLAN 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 6. 5/8" DIAMEILR ANCHOR BOLT 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 7. #4 0 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SET PERMITTED 8. (2) #4 BARS CONTINUOUS AT BOTTOM 9. EDGE NAILING PER SHEAR WALL SCHEDULE 10. 16d TOE NAILS 0 6" O.C. (GALVANIZED NAILS) 11. I -JOIST BLOCKING AT PANEL EDGES (1ST BAY ONLY) NOTE: SIMPSON LTP4 0 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD o i CRAWL SPACE FOUNDATION. SCALE: N.T.S. 1. SHEATHING & NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FINISH GRADE OR SLAB AS OCCURS 4. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 5. #4 @ 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS 6. CONC. SLAB AS OCCURS 7. TREATED SILL PLATE W/ 5/8" DIAMETER ANCHOR BOLT ® 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 8. (2) #4 BARS CONTINUOUS AT BOTTOM OF FOOTING TYPICAL SLAB ON GRADE FONDATION SCALE: N.T.S. 1. FLOOR DIAPHRAGM EDGE NAILING 2. 2x BLOCKING (4 SIDES) W/ (2) 16d NAILS TO POST 3. POST PER PLAN SECURED TO FOOTING WITH (2) SIMPSON A34 FRAMING ANGLES U.N.O. 4. ISOLATED FOOTING PER PLAN AND REINFORCING PER PLAN ISOLATED FOOTING AT COLUMN SCALE: N.T.S. NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1 /2" or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) 34' -0' �36' MIN. CONC. LANDING 6' -0' 6' -0' 6' -0' 4x10 4x10 24 4' -0' 2'10' 36 SLAI5 ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TYP. SLOPE 3/16' / FT TOWARD DOORS 36 GONT. FTG. -r) ,e'e. . s14,fe 'k Aw BT. to /4` L LAN , E PROHO IED so orok [%w, VIOLATIONS 6 ` Q k{x t?1.0 ,bAL�LE BY FINES UP STND I4 rtu OMEDEVOMERs WON qv rYEENSE. f A;L 141. >; r'Fr: . '4' Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines / 2' -11' 34' -0' FOUNDATION FR4MING PLAN 6' -4' 8 ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS ALL FOOTINGS TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL SCALE: 1/4" = 1' -O" xr-f r REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION FOUNDATION VENTILATION USE 14' x 1' SCREENED FDN. VENTS (I) VENT = .52 SQ. FT. NET FREE VENT AREA 983 300 - 321 321 .52 _ X0.3 VENTS REQ'D 1- VENT QUIRED ALL FDN. VENT TOBE LOCATED 3e.' OF TI-4E BUILDING CORNER, R4082 (IRC) FOUNDATION FOOTING SCHEDULE NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. ®24 24 30 • • ■ • 36 42 P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING W/ (3) #4 BARS EACH. WAY P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ (3) # 5 BARS EACH WAY P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY AUG 17 2012 r REVISIONS hi EXPIRES 12/28/i 3 PREPARED BY: a) renja) c LLJ •� Q) y-- O L O PHONE: 253 - 835 -1516 35109 PACIFIC HIGHWAY S FEDERAL WAY, WA 98003 FAX: 253 -441 -4207 V i W W >. ,,_1 ~ ot'o 0 o'�Uo� a E4 MNIN■wl W o" BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. S2 JOB NO. ' J (7) (6) (8) • (5) 1 1. SHEATHING AND NAILING PER (1) SHEARWALL SCHEDULE (2) (3) (4) (3) I -JOIST AT STUD WALL SCALE: N.T.S. (2) (5) (1 (3) • ' 01111111, (4) (6) FLOOR JOIST AT BEAM 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d 6" O.C. 5. DBL TOP PLATE 6. PLYWOOD WEB FLOOR JOISTS PER PLAN, SECURE INTO PLATE W/ (2) 10d NAILS 7. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING NOTE: SIMPSON LTP4 C 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST PER PLAN W/ JOIST HANGER PER MANUF. 4. BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM W/ EDGE NAILING PER SHEAR WALL SCHEDULE 6. I -JOIST BLOCKING © FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS SCALE: N.T.S. 204 (5) (4) 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON BC TYPE POST CAP U.N.O. ON PLAN 4. WOOD COLUMN PER PLAN 5. SIMPSON ACE TYPE POST CAP U.N.O. ON PLAN WOOD BEAM TO WOOD COLUMN SCALE: N.T.S. (7) (6) (8) (9) (5) (4) (3) I-JOIST AT STUD WALL 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d TOE NAIL CO 6" O.C. 5. DBL TOP PLATE AS OCCURS 6. I -JOIST BLOCKING AT PANEL EDGES, SECURE INTO PLATE W/ (2) 10d NAILS 7. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING 9. I -JOIST PER PLAN NOTE: SIMPSON LTP4 @ 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD SCALE: N.T.S. (1) (2) On1111111 ■ rl ■ .t (4) (3) 1. 2x SHEAR WALL ABOVE (AS OCCURS) PER SHEAR WALL SCHEDULE. 2. I -JOIST BLOCKING SECURED TO TOP PLATE W/ 8d NAILS @ 6" O.C. 3. FLOOR JOIST PER PLAN SECURE TO TOP PLATE W/ (2) 10d NAILS 4. 2x SHEAR WALL PER SHEAR WALL SCHEDULE FLOOR JOIST AT INTERIOR SHEAR WALL SCALE: N.T.S. 205 1. BEAM PER PLAN 2. DBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON EXTERIOR FACE 3. KING STUD EXTENDED TO TOP OF BEAM W/ (6) -16d NAILS TO BEAM (STAGGERED) EACH SIDE 4. PLYWOOD OR OSB FILLER AS NEEDED 5. NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS 12" O.C. (STAGGERED) 6. RIMBOARD, GABLE FRAMING, OR BLOCKING BUILT UP POST AT BEAM 6X8 6X8 6X8 5 -1/8 X 12 faLB 6X8 6X8 2XI21 -12616 FLOOR J O I A' T5 O.C. TYP. 0 cQ 6X8 2X12 WF'2 16' O.C. FLOOR JOISTS TYP. 6 -3/4 X 19 -1'2 GL 3 ALL LINE A_ B - "_7 Wl1 > !PI I � W� c Q II 2 x12 1-4P#2 6 16 O.C. 3I FLOOR JOISTS TAP. POST POST (4) 2X6 WALL LINE ABOVE N MI ISM IIMINIM111■••■ ONO 5 -I /8 X 16 -1/2 CsLB 6X8 i72, /�\ •` REt1"09114 ION •` OF THESE rukNS BY °• ` ANY MEANS !S PROHIBITED", BY FEDEF AI_ LAW VIO flO ?5 . . FN ES is1: ARF I'LNi��!- ;AbLc�r--- F---�, • • CO€Y'°r• 01= p9JUBNL ,#4a iS 14 * i"O��I�"� -JAL r t ®; 6X 6x8 TREATED UPPER FLOOR FR4MING PLAN ALL DOOR /WINDOW HEADERS TO BE 6X8 DF #2 AT 2X6 BEARING WALLS , U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. WINDOW HEADERS AT 6' -8" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 @ PLUMBING WALLS) U.N.O. PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN • PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. SCALE: 1/4" = 1' -0" btx CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 C . 4TEF. W J EXPIRES 12/28/ PREPARED BY: • NEM 0) LU c 0) a) 0 M-- O 0 L. 0 PHONE: 253 - 835 -1516 M ao i0, 0 U _a a3 rn'x 0 L W M 4. FAX: 253 - 441 -4207 C D CI) CD W w'mmi i]Ei gg i°1 ,r7t1 >� W h NI 0 I; P ex (-BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. S3 JOB NO. J TRUSS AT STUD WALL 1. TRUSS PER PLAN 2. SIMPSON 1-11 OR H2.5 CLIP EVERY TRUSS 3. STUD WALL 4. PLYWOOD SHEATHING 5. EDGE NAILING 6. 2X BLOCKING @ 24" W/ 3 -10d PER BLOCK TOENAIL INTO PLATE 7. SHEAR PANEL EDGE NAILING 8. SHEATHING AND NAILING PER SHEARWALL SCHEDULE GABLE END TRUSS SCALE: N.T.S. (I) 1. GIRDER TRUSS PER PLAN 2. VALLEY TRUSSES OR CONVENTIONAL OVERFRAMING 3. ROOF SHEATHING CONTINUOUS BELOW OVERFRAMING. TRUSS TOP CHORDS W/O SHEATHING SHALL BE BRACED W/ 2x4 0 24" O.C. ATTACHED W/ (2) 10d NAILS PER TRUSS 4. ROOF TRUSS PER PLAN 5. FACE MOUNT HANGER PER TRUSS MANUF. TRUSS AT GIRDER TRUSS (5) SCALE: N.T.S. (4) (6) 12' -0" MAX TRUSS SPAN MONO TRUSS AT WALL SCALE: N.T.S. 1. TRUSS W/ ROOF SHEATHING PER PLAN TO BEAR ON LEDGER 2. EDGE NAILING 3. 2x BLOCKING ATTACHED W/ (2) 16d NAILS PER STUD 4. CONTINUOUS 2x LEDGER W/ (2) Ya "x4" LAG SCREWS PER STUD 5. 2x STUD WALL PER PLAN (STUDS 16" O.C.) 6. SIMPSON A35 FRAMING ANGLE AT EACH TRUSS SCALE: N.T.S. (I) (2) (I) 1. EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) 10d NAILS PER JOIST 3. 2x4 OUTRIGGER 12" OR LESS FROM EXTERIOR WALL 0 48" O.C. (MORE THAN 12" FROM EXTERIOR WALL 24" O.C.) 4. EDGE NAILS PER SHEAR WALL SCHEDULE 5. 2 -10d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER EXTENDING MORE THAN 12" FROM EXTERIOR WALL USE A34 MIN.) 6. GABLE END TRUSS - SHEATHING AND NAILING PER SHEARWALL SCHEDULE FOR WALL BELOW 7. 2X6 CONTINUOUS W/ 10d NAILS 8" O.C. STAGGER EACH ROW 8. TRUSSES PER PLAN 9. 10d 0 6" O.C. TIE TRUSS INTO 2X CONTINUOUS MEMBER (3) �� �/' (5) 303 (4) NOTE: RIDGE BOARD SHALL BE AT LEAST 1 -INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH THAN THE CUT END OF THE REFTER, ALL VALLEYS AND HIPS SHALL NOT LESS THAN 2 -INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH OF THE CUT END OF THE RAFTER. 1. PLYWOOD SHEATHING 2. 8d 6" O.C. 3. 2X OVER FRAME @ 24" O.C. w/ 2 -10d TOE NAILS TO VALLEY BOARD 4. TRUSS OR RAFTER PER PLAN 5. 2X CONTINUOUS vALLEY BOARD FLAT W/ 2 -I6d NAIL PER TRUSS TYP. NOTE: 1. PLYWOOD 51EATI -IINCx ON PRIMARY ROOF TRUSSES 54ALL BE CONTINUOUS. 2. AT 2X OVER FRAMING USE THE FOLLOWING: 0' -4' 2X4 MIN. 4' -8' 2X6 MIN. 8' -10' 2X8 MIN. 10'- 12' - -- -2X10 MIN. VALLEY FRAME AT OVERFRAME SCALE: N.T.S. MFR. COMMON TRUSSES 9 24' O.C. A5 PER MFG. SPECS. TYP. N TRUS IN TAI L PER MFG'S SAEG, RIDGE $aJ c rY s OF PtSSUSHIN e :• • I- €OWE OESiCe�A_- TO t1`v ,3 _ .L, ,C by GALL THE [)f5i"P. ~r R T') ® OBTA!N LEGAL GOP.- .` r ®°• Of THIS PI-AN mom OPEN TO BELOW 6X8 _ MN MFR MONO TRUSSES 9 24' O.G. AS PER MFG. SPECS. TYP. ABLE END TRU.5 4x8ATE_J ROOF FR4MING PLAN ALL BEAMS AND HEADERS TO BE 6X8 DF #2 AT BEARING WALLS, U.N.O. SHADED AREAS INDICATE OVERFRAMING, 2X6 © 24" O.C., U.N.O. - BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BAYS - ALL MANUFACTURED TRUSSES: * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION * SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1/4" = 1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 CFNTE EXPIRES 12/28/ 11 PREPARED BY: 253 - 835 -1516 W z 0 Q 253- 441 -4207 V f E---1 E-1 E-; roo gi > v--4 1/40 1.-- P-4 cn P.-1 0 g 5; g Em"4 P-ommI �" iE! /BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. sIL+ JOB NO.