Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D10-349 - BRATCHER RESIDENCE - NEW SINGLE FAMILY RESIDENCE (NO PLANS)
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D10 -349 Bratcher Residence 1302756 th Avenue South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION F,age # Code Exemption � � �� Brief Explsnatoty Description, Statute /Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 16 DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. BRATCHER RESIDENCE 13027 56 AVE S D1O-349 City A/I'ukwila • 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.: 2172000040 Address: 13027 56 AV S TUKW Project Name: BRATCHER RESIDENCE Permit Number: Issue Date: Permit Expires On: D10-349 06/06/2011 12/03/2011 Owner: Name: Address: BRATCHER CHARLES E 13003 56TH AVE S , SEATTLE WA 98178 Contact Person: Name: CHARLES & MARGARET BRATCHER Address: 13003 56 AV S , TUKWILA WA 98178 Phone: 206 412 -0189 (MARGARET) Email: r Contractor: Name: OWNER AFFIDAVIT - MARGARET J. BRATCHER Phone: Addres: Contractor License No: Expiration Date: DESCRIPTION OF WORK: CONSTRUCT NEW 1800 SQ FT SINGLE FAMILY RESIDENCE WITH 421 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER, SANITARY SIDE SEWER, STORM DRAINAGE, AND UNDERGROUNDING OF POWER. Value of Construction: $229,508.44 Type of Fire Protection: NONE Type of Construction: Electrical Service Provided by: Fees Collected: $21,924.76 International Residential Code Edition: 2009 Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N Number: 0 Size (Inches): 0 N N Start Time: End Time: Y Volumes: Cut 0 c.y. Fill 20 c.y. N N Start Time: End Time: Y N Y N N Y Private: Profit: N Private: ** *continued on next page * ** Public: Non - Profit: N Public: d - • IRr_RF7 /1n n1 n -349 Printed: 06 -06 -2011 Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be compli Date: ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not construction or the performance of wor to this permit. e to give authority to violate or cancel the provisions of any other state or local laws regulating m authorized to sign and obtain this development permit and agree to the conditions attached Signature: Print Name: 1\4 l a arc-t - Date: — 11 • 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. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy cart 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. doc: IBC- SF7/10 D10 -349 Printed: 06 -06 -2011 15: Water heaters shall be anchored or straillid to resist horizontal displacement due to eake motion. Strapping shall be at points within the upper one -third and W..r one -third of the water heater's vertical di ion. 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:r 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. 31: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined 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: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 36: Maximum grade for all projects is 15 %. 37: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) rinn• IRr`_CC7 /9n mn -sea Printprl• OR -OR -9011 38: Fire Department access and existing hyclipts shall be constantly maintained during dertion and construction. 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 #2050 and #2051) 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. ff you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 43: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 44: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours m advance. 45: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 46: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 47: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 48: Any material spilled onto any street shall be cleaned up immediately. 49: OWNER SHALL SIGN A JOINT SIDE SEWER & HOLD HARMLESS AGREEMENT, IF MORE THAN ONE CONNECTION TO A SANITARY SIDE SEWER; PRIOR TO PUBLIC WORKS FINAL INSPECTION. 50: Work under this permit is not within the 100 year flood plain. Therefore an Elevation Certificate is not required. A memo stating that "No further Flood Control Permit information is required, per the City's Senior Stormwater Engneer "; has been placed in Public Works, Flood Control file cabinet. 51: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 52: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 53: The Land Altering Permit Fee is based upon an estimated no fill and 20 cubic yards of cut. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 54: NO WORK EXPECTED WITHIN THE PUBLIC RIGHT -OF -WAY AND THEREFORE PUBLIC WORKS DOES NOT REQUIRE (1) ROW HOLD HARMLESS .v -Lt AGREEMENT (2) INSURANCE FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY (3) BOND FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. DURING CONSTRUCTION IF PUBLIC RIGHT -OF -WAY WORK IS NEEDED, THEN OWNER/APPLICANT IS REQUIRED TO PROVIDE ITEMS 1 THRU 3 ABOVE, PRIOR TO STARTING THE WORK. 55: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 56: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 57: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 58: Owner /Appicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Works final for this Building Permit. doc: IBC- SF7 /10 D10 -349 Printed: 06 -06 -2011 Per City Ordinance no. 2177, section 1-C-34 lipw Homes constructed after September 1, 20 re required to make full sewer connection fee payment before issualr of the Ctiy of Tuwila's building permit. New es are also required to pay in full the current fee set for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to the Public Works final inspection approval. The 2011 King County Sewer capacity charge is $6,240.96. dnc• IRC- SF7 /10 D10 -349 Printed: 06 -06 -2011 CITY OF TUKWIL COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 _http://wwwci.tukwita.wa.us (FOR OFF CEzUSEONL1' y�1 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" PROPERTY, INFORMATION -- g'C `��'� u•",..� ..id,}s SITE ADDRESS: /30,2 ih' 't PROPERTY OWNERS NAME '(:.,.i:ffl?,i_ —"4C/���7i�Tr��C MAILING ADDRESS: €41111" KING CO ASSESSOR'S TAX NO. J T7,Zf2 � 2 CONTACT= PERSON ''twHo9DO.WE CONTACT WHEN THE'PERMIT IS'READY.TO BE�ISSUED ,? , ." a , , , i±' ;s= x ; j ` 3 �� �, NAME: r MAILING ADDRESS: ��� _ i TN DAY TELEPHONE' CITY ATE E -MAIL ADDRESS: )24 -Wits/ v/..0., //S €4. cU 'FAX NUMBER: IP ,CONTRACO WORM ATIO i ,N E tM lt U eY r ilP e ( GENERAL COMPANY NAME: MAILING ADDRESS: .// CONTACT PERSON, ��, Tom' �r f �.prtr� 7 .49 133' In L= itJ DAY TELEPHONE: yZ5 6-5/ Tre;F7 E -MAIL ADDRESS 'i-c -4, i'C54' l(1 l�j�j� /L. G/.J ,7AX NUMBER: CONTRACTOR REGISTRATION NUMBER: f) EXPIRATION DATE: /L7 :,PROJEcviNFORMATION VALUATION OF PROJECT (CONTRACTOR'S BID PRICE): $ /1,26//, SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): rf�!/�Ti/J.r/ sDETAII ED BUILDING:INFO,RAMTION:' ,55,- r c a f Q •{ a s ',"';,/^k: Y .`...� r L i . . 4. 'e�` .. ,,,-h: SS 4 yxt4- 7,i iri'4 ir. i -'4 .e. 'C} �PROJECT.F.LOOR'AREAS.. .,c , :,tom . z -sgt e :,aa ' .fit' .t� . ,.. _., _1... 0" 1 »0..,,:.., ''.:•x.:. s PROPOSEDSQUAREi- �e -Uf Q... ,41'CP',IFOOTAGE_, -, -; ' - �` ,- ;I.4: BASEMENT `� 1" FLOOR 98 2ND FLOOR O ® GARAGE'ARPORT ❑j/7 % / DECK — COVERED UNCOVERED ❑ a76 1-e719-7 0 TOTAL SQUARE FOOTAGE SPRINKLERED BUILDING? ❑ YES FIRE SUPPRESSION SYSTEM PROPOSED /REQUIRED? ❑ YES /.1.14C' H:Wpplications\Fonns- Applications On Line \2009 Appl,canons14 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 1 of 3 yPUBUC1INORKS: PERMIT•:INFORMATI( ct w SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATI CALL BEFORE YOU DIG: 1- 800 -424 -5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET: WATE RICT KWILA ❑ ...WATER DISTRICT #125 ❑ ...WATER AVAILABILITY PROVIDED SEWER CT aerTUKWILA ❑ ...VALLEY VIEW O ... SEWER USE CERTIFICATE ❑ ...HIGHLINE ❑... RENTON ❑ ...RENTON ❑... SEATTLE ❑ ...SEWER AVAILABILITY PROVIDED 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) ❑ ... GEOTECHNICAL REPORT ❑ ... TRAFFIC IMPACT ANALYSIS ❑ ... BOND El ...INSURANCE ❑ ... EASEMENT(S) ❑ ... MAINTENANCE AGREEMENT(S) OLD HARMLESS - (SAO) ❑ ... HOLD HARMLESS - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ra.eRTGHT-OF-WAY USE - NONPROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS rj...eR1GHT -OF -WAY USE - NO DISTURBANCE ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE ❑ ... CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY ❑ NON RIGHT -OF -WAY ❑ TO UT CUBIC YARDS ❑ ...WORK IN FLOOD ZONE OTAL FILL_1:524e2eP CUBIC YARDS ❑ ...STORM DRAINAGE ❑ ... SANITARY SIDE SEWER ❑ ...ABANDON SEPTIC TANK ❑ ...GREASE INTERCEPTOR ❑ ... CAP OR REMOVE UTILITIES ❑ ... CURB CUT ❑ ... CHANNELIZATION ❑ ... FRONTAGE IMPROVEMENTS ❑ ...PAVEMENT CUT ®•RENCH EXCAVATION ❑ ... TRAFFIC CONTROL ❑ ... LOOPED FIRE LINEILITY UNDERGROUNDING ❑ ... BACKFLOW PREVENTION - FIRE PROTECTION IRRIGATION " DOMESTIC WATER ❑ ... PERMANENT WATER METER SIZE... " WO # ❑ ... TEMPORARY WATER METER SIZE .. WO # ❑ ... WATER ONLY METER SIZE " WO # ❑ ... DEDUCT WATER METER SIZE ❑ ...SEWER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ... WATER MAIN EXTENSION PUBLIC ❑ PRIVATE �r FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE FIRE LINE SIZE AT PROPERTY LINE NUMBER OF PUBLIC FIRE HYDRANT(S) O ... WATER ❑ ... SEWER 0... 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 H:\Applications\Forms - Applications On Line \2009 Applications'4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 2 of 3 =EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: OF MECHANICAL WORK $ �% 9 FUEL TYPE :. ❑ ELECTRIC d FURNACE <100K BTU APPLIANCE VENT 3 VENTILATION FAN CONNECTED TO SINGLE DUCT `/THERMOSTAT WOOD /GAS STOVE 044,N-WATER HEATER (ELECTRIC) EMERGENCY GENERATOR OTHER MECHANICAL EQUIPMENT PLUMBING: VALUE OF PLUMBING /GAS PIPING WORK $ 3(.-----BATHTUB (OR BATH /SHOWER COMBO) _1 BIDET / CLOTHES WASHER / - DISHWASHER (9 FLOOR DRAIN SHOWER 3 .1 LAVATORY (BATHROOM SINK) / SINK WATER CLOSET WATER HEATER (GAS) 0 LAWN SPRINKLER SYSTEM / GAS PIPING OUTLETS PERMIT APPLICATION -NOTES APPLICABLE'.- TO:ALL, PERMITS THIS :APPLICATION VALUE OF CONSTRUCTION - IN ALL CASES, A VALUE OF CONSTRUCTION AMOUNT SHOULD BE ENTERED BY THE APPLICANT. THIS FIGURE WILL BE REVIEWED AND IS SUBJECT TO POSSIBLE REVISION BY THE PERMIT CENTER TO COMPLY WITH CURRENT FEE SCHEDULES. EXPIRATION OF PLAN REVIEW - APPLICATIONS FOR WHICH NO PERMIT IS ISSUED WITHIN 180 DAYS FOLLOWING THE DATE OF APPLICATION SHALL EXPIRE BY LIMITATION. 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 f' hington, and I am authorized to apply for this permit. PROPERTY OWNER 0-_.,1t.ORIZr►'AG SIGNATURE: PRINT NAME: MAILING ADDRESS: DAY TELEPHONE: DATE: /Z ^mac CITY STA P DATE APPLICATION ACCEPTED: ��_ O DATE APPLICATION EXPIRES: F" I STAFF INITIALS: piK H:\Applications\Forms- Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised: bh Page 3 of 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT F �7c, PERMIT # V/O ST laz, Ses frt. C If you do not provider dtt r� � `bibs o likikt tip' 's t`stimate with your permit application, Public Works A'ihOiOltirco4isti4%ates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 50o Water /Sewer /Surface Water ,5 2:Y 000,77 o Road/Parking /Access A. Total Improvements 4t 315° 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A.'' ' -7$ ?s C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $250 (1) 5. Enter tots xcavation volume Enter total•.it (plume 7. P( cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. 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 $49.25 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 $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees (4) $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 1 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;t s�;� ` -is i.)' , $ eir (V /fit O 4ir) 7. Pavement Mitigation Fee (-co 66 vbroLo►sN61)) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining YearS %' ,, c50k ''�, Pavement Overlay and . Repair Rate (per SF of lane width) 50 or less 201.415 (100 %) $10.00 it1rr. '6 °/5 °A.* $7.50 ,:'10-7.50%) $5.00 • ` ∎ 7 -5 (43. - $3.30 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 5 -2. (25 %) $2.50 2-1 C.10%) $1.00 et '0 -fe t $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. (6) $ 235% (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10;001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof S' *901 01 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2009 2 IP- 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* 5o D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Total A through E $ s0 --e-ee- (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ — D. Allentown/Foster Point 2 Water (Ordinance 2177) $ E. Allentown/Foster Point 2 Sewer (Ordinance 2177) $ /(e1 $oo F. Special Connection (TMC Title 14) $ G. Duwamish $ — H H. Transportation Mitigation $ I. Other Fees $ Total A through G $ 14, goo 710) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ No/ 9 22s 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 01.01.2009 — 12.31.2009 Total Fee 0.75 $600 $6,005 $6,605 1 $1100 $15,012.50 $16,112.50 1.5 $2400 $30,025 $32,425 2 $2800 $48,040 $50,840 3 $4400 $96,080 $100,480 4 $7800 $150,125 $157,925 6 $12500 $300,250 $312,750 Approved 09.25.02 Last Revised Jan. 2009 Temporary Meter 0.75" $300 2.5" $1,000 3 Clear Form • 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.TukwilaWA.gov Parcel No.: 2172000040 Address: 13027 56 AV S TUKW Suite No: Applicant: BRATCHER RESIDENCE RECEIPT Permit Number: Status: Applied Date: Issue Date: D10-349 ISSUED 12/23/2010 06/06/2011 Receipt No.: Initials: User ID: Payee: R12 -00363 JEM 1165 Payment Amount: $63.00 Payment Date: 01/30/2012 01:13 PM Balance: $0.00 MARGARET J. BRATCHER TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. ACCOUNT ITEM LIST: Description 1353 63.00 Account Code Current Pmts PLAN CHECK - RES 000.345.830 Total: $63.00 63.00 Printprl• n1- sn -9n/9 • 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.TukwilaWA.gov Parcel No.: 2172000040 Address: 13027 56 AV S TUKW Suite No: Applicant: BRATCHER RESIDENCE RECEIPT Permit Number: D10-349 Status: APPROVED Applied Date: 12/23/2010 Issue Date: Receipt No.: R11-01135 Payment Amount: $19,997.90 Initials: JEM Payment Date: 06/06/2011 04:12 PM User ID: 1165 Balance: $0.00 Payee: MARGARET J. BRATCHER TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1296 19,997.90 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES MECHANICAL - RES PLAN CHECK - WATER METER PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW SEWER - HOME /DEVELOP STATE BUILDING SURCHARGE WATER INSPECTION FEE WATER TURN -ON FEE 000.322.100 000.322.102 00.00 000.345.830 000.322.103 00.00 000.342.400 000.342.400 000.345.830 402.379.002 640.237.114 401.342.400 401.343.405 2,544.40 189.00 10.00 252.00 23.50 78.75 55.75 16,800.00 4.50 15.00 25.00 Total: $19,997.90 rinr• Raraint -nR Printed: 06 -06 -2011 Print Images • • Page 1 of 1 Check #: 2104 Store #: 0000000000 Type: Return Return Reason: NSF - Not Sufficient Funds Amount: $1,926.86 Date: 01/07/2011 Sequence #: 1937000306 Front: Back: *091300023* 01/03/2011 This Is a LEGAL COPY of your a GREEN WORKS LLC check. You can use d the same ° 11975288TH ST way you would use the original ti • G11AF1M..WA93338. check. ° o ti m m Ir r= /(�1/t_T- ° a r9 . ru ° __ C •15fSacuaTTY °em ° s r.... - Ttr —P./ 7 0/06, .. - 0000007as2,s ° - J. Do not endorse or wide below this line... httos : / /sinelenoint.usbank.com/cs70 banking /sbb/ app /smallbiz /image /printImagesFromV... 01/10/2011 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: ht4x//www.ci.tulcwila.wa.us Parcel No.: 2172000040 Address: 13027 56 AV S TUKW Suite No: Applicant: BRATCHER RESIDENCE RECEIPT Permit Number: D10 -349 Status: PENDING Applied Date: 12/23/2010 Issue Date: Receipt No.: R10 -02554 Payment Amount: $1,926.86 Initials: WER Payment Date: 12/23/2010 11:56 AM User ID: 1655 Balance: $3,012.90 Payee: GREEN WORKS LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2104 1,926.86 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 000.322.100 000.345.830 Total: $1,926.86 1,653.86 250.00 23.00 dnn. Reneint -06 Printed: 12 -23 -2010 INSPECTION RECORD Retain a copy with permit 12f0 -310T PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438 -9350 (206) 431 -3670 ect: ProjType & ,C,ktV ' ctioF n: I Address: 5-6 Al ✓e, cO ` Date Called/ Special Instructions: /404 Date Warad: N - (- (J a.m. p.m. Requester: Phone 2496 f ii n9 / e nn 1 61 Approved per applicable codes. LJ Corrections required prior to approval. OM M ENTS: Fr Inspector: Datlr I-IS" n 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 _39 IN Tyr% NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 438 -9350 PrPar Typ ofg�ction: Address: Date Called: Special Instructions: Am Date Wanted: —��rJ a.m. p.m. Requester: Phone No: 6- H 0-0 iY LJApproved per applicable codes., Corrections required prior to approval. COMMENTS: Inspector: Date. 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 D /0-3if� PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 438 -9350 Pr�ect: � � lJl� Type of Inspection: (Aid r� FC t/t( Address: s27 J �r V�0. Date Called: Special Instructions: item co r r r ` 9v b ►-E, Date Wanted: f— f—/-43— a.m. p.m . Requ ster: Phone No: z#51a6 — Y(2. Dig 'f E1Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date:6F _ r� 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 Permit Inspection Request Line (206) 438 -9350 (206) 431 -3670 Projecct: A k1i e 2 i2- es Ty { a of Inspection: 1 . 1(19 F —" I ' Address: /3027 .aVILI Aix- s Date Call d: 3 541 a, M0-5.„ 63 MAtid .herin 7 d r A Special Instructions: Ib.L9i Date Wanted: —7- zE/-1 t a.m. p.m. Requester: Phone No: DApproved per applicable codes. 121Corrections required prior to approval. COMMENTS: /' 5 5i A451011i1 gm e*i.2 A- &-r. a!-c j yak- ,t 4,/ 046e95tAA' 3 541 a, M0-5.„ 63 MAtid .herin 7 d r A 20".14 r_.- at /s, 364 4_ Li U&e 70 yen,- 2nA14i / . ?4 -e % it 701 (7(fi rP c 4W & pkiivi:i7 iL 111. triiii/L i r Inspector: de4- Date: / 7 -"Z9 -115 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IN' P'iWN NO. INSPECTION RECORD NO „ Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438 -9350 (206) 431 -3670 Pr sect: brr4 Te�e� Res Type of Inspection: l941b ;.( f/it l Address: /3627 56 4 Sc Date Called: Special Instructions: Date W n ed: 2 � / 7 7 L/ a.m. p.m. Requester: Phone No: .Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dat 2 R~EINSPEC 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 319 PERMIT PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438 -9350 (206) 431 -3670 Project 3RR Te E g- Res Ty of Inspectio i zed Fi lust, ) Address: ��� ����, 14 17 LJIY� e SO Date Called: Special Instructions: Date Wanted: 7-Z// S" a.m. p.m. Requester: Phone No: IZApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date /5 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD sct Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 438 -9350 Protect: G�e'n Type of Inspects :^ NAIrWLILA �� Address: 13021 564Auc Date Called: Special Instructions: iCti) Date Wanted: c7_ ti'— /� a.m. p.m. Requester: Phone No: fj_i pproved per applicable codes. CO MENTS: LJ Corrections required prior to approval. Inspector: r Dat Z 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) 438 -9350 Pr ' ct: , WA- 4Z1kk v 1, n ,e$d vto ' Type of Inspection: 101,v'/ I� /ii' Address: 13 &7g- 5 Date Called: Special Instructions: min Date Wanted: 7-Z5'1:Cr a.m. p.m. Requester: Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: xrn Inspector� Date: n 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) 438 -9350 3Li�1 Pr jecAt:`' s� 144 C'614- ?ekz'- o Typ,,e�of Inspection: Address: /3027 56 :41•,ici5(1011, Date Called: Special Instructions: APO Date Wanted: a.m. 7- 23_15°- P.m. Requester: Phone No: 2667(1lZ -03/59 c'`x.>`-1'f ElApproved per applicable codes. L Corrections required prior to approval. COMMENTS: Ce-1•:\- InspectoW i Date:7rz5 / 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 i) gq' 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438 -9350 (206) 431 -3670 Pr.'ect: . 4eCew e f Type of Inspection: A.,601, r s Add ess: ^ Date Called: Special Instructions: ^,� J'( Date Wanted: a.m. "'Z Wanted:_ p.m. Requestr er Phone No:: // Z 4 C V / 2 - - 0 / $1 �iomiy: Approved per applicable codes. E1 Corrections required prior to approval. COMMENTS: P ito."0..C. Date: °lag -r5�" 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 T ON NO. PERMIT NO. PI°3Ycp CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 438 -9350 Projrct: r v Type of tnspectlon:r t/7;(„Gc2( Cey A, dr ss: Date Called: Special Instructions: p� Date rd: r 1 d (� a.m. P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:4/. Date: Y-' (0 ` S REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. l e / a t `o 49 hhhifil /P/ %rat/ r ., -i 1/-7-1 INSPECTION RECORD Retain a copy with permit IN ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 438 -9350 Project: Type of Ins ion;c)(9 k Ad1O�� 1�Q-f0 Date Called: Special Instructions: ,n 04 Date Wanted: �, 1 —10 -IS— a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: inspector: .0_,... 1Date -( 0 _ � s- 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 IN PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 438 -9350 p(o-34q prrf kg Type of . ie pecr j LA-P1,1 A dress: �J (3c2-7 rk f t/Qf8 Date Called: Special Instructions: iY t�racite. Cat (( ,b 4- "Al _- l Date Want d: 't-10 - a.m. p.m. Requester/: Phone No 6 (I( Z 0( 5 / ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: A fi.Ner 4 ` ca. 01 I krkA re fi\ rspector: Date: j / 6_ 15 DREINSPE TION 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_') 1J X3'4 Q INSPECTION NO. PERMIT NO. G '_ t. -u CITY OF TUKWILA BUILDING DIVISION \ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Projec : r • -p 1� o / le L Type o nspecAtion: Address: 1 3 c r1 ri 6 �J A4UP Date ailed: Special Instructions: f 1 E g- 5e- L P�^ Date Wanted: � a.m. /! (1) -14 / j ,<P-171. Requester: ` 260 % Z-g 5 —/ .7 f EjApproved per applicable codes. Corrections required prior to approval. COMMENTS: �7 se r (f, eJ kr ipi..: 14 9 R S r c 100Simi 3,! 9 - I ri p iA 1 i i. ' l f. (p `r ie A-A S —100 c . A4 %' l SIC n er t P.r� T . tyl4 H - S`i `r M41f 2 � 4(' MI, or- r)1,1 )m il1r a P)c)`.Iii`_n i ?c (6/3,- A-f---itP r C;' ifjTC, 'I k-t --Nlf■JR-L t Inspe ?for: Date:l O 1j1-14 n REINSPE CIONEEE-REQUIRED-Prior.to next inspection, fee must be paid at 6300 Southcenter Blvd., 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 { `-i ( Type of I epettjon: : Address: . 'L I3d2l .S(a AVE Date Called: Special Instructions: Date Wanted: / / a.m. p.m. 'ZS— Requester: N o / G DApproved per applicable codes. orrections required prior to approval. COMMENTS:. CP Al e c Li t Ins ector:. Date: j -14 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO.. INSPECTION RECORD, Retain a copy with permit 0-349 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4.31 -3670_ Permit Inspection Request Line (206) 431 -2451. . Prpp�"gct: � V ? Type of In etion: - Rto-F /Nil i nc„. t pogo Address: l 3 017 5 4,, S. Date Called: - Special Instructions: i Date Wanted: Requester: Phone No: t5Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ins ctor: 1 Date: Y/y E SPECTION FEE REQUI D. -Prior to next inspection. fee must be d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSP CTIO NO. INSPECTION RECORD Retain a copy with permit Df(o -34? PERMIT NO. CITY OF TUKWILA BUILDING DIVISION.. 6300 5outhcenter.Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line.(206) 431 -2451 Projec i r oa/ v / l..96 • Type owf InsuJ�n7�S 0( Addr %es ��t/(���r7 '/ /� -rte. / �� Date Called- Special Instructions: Date Wanted:. " . a. /P,m. Requester: l . o_�e}v o: " lif-'(4 /2 --O t& LJApproved per applicable codes: orrections_ required prior to approval. COMMENTS: u . t.J A-R s Asu.(A.1-0(z_ r LJ-er4 P / rIj J 8en(a � ( 4-,`JA . ht Q.A- AT J e A)r ic�.ss Oro. .?11u Insp ctor: Date: REINSPECTION FEE REQUIRtD. Fjrior to next inspection, fee must be paid at 6300- Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: , c/ !�. r Type f Ins ection: . 61 P+ A1,3 1‹..L. Address: . Date GCalledh e ,eo j6 q Special Instructions: Date Wanted: �c -11 a.m. PITN1. Requester: Phone No Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6 I J. -ems` /j /''- r--;)( r WAS --..-Duti( _s th) 6e_V-tet Date 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 D(0 -34? 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 ProtProje t: rte` del` /e5 Type, Inspections r��U(/ 1—✓ Address: 1342'7 i 1. 5( Auk_ Date Called! ' j Special Instructions: Date Wanted: , a.m. Requester: Phone0( t.�a� cc " /2. r0( 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspe tor: Dater 3 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 -36701 Permit Inspection Request Line (206) 431 -2451 .]i0 -34 Projec : i jf GCT( er ;Zees Typ of Inspection: K. Oc?"" e_ ," r_A =vWS CO rte /\ r6 Address: 71..., (302_' .5- . _ AV Date C led: 4_ _...6 Special Instructions: 4111 �/ Date Wanted: a.m. Requester: - Phone No: —4 IZ � , ( � , -O f ? Approved per applicable codes. Corrections required prior to approval. COMMENTS: ->t8 r_A =vWS CO rte /\ r6 t -;‘o A M (e.. — 6./ 4 ,). c-k-i_ AA rvLJeJ _...6 Nee. :sir, .6 ( ,ASJIM;)A : s 'Air (S- 2i Ive,e to i 6 4-f - 3 u C r-Of 1 L -- roee f -- 1 c \Sti (Ai orb Af JJnA eciii4vi a ko J i ti)n &n.A,s , \a P A A4T7 X D 34)xe 1 tonp 4 )LJ }Nee 1/0 L;f. , (a :r --11 , ;- D MT- 1‘1,5",i 1AA(?,'SK I eifir- Ins.6ector: Date: 10 n REINSPECTION FEE REt 11RED. rr6 to next inspection, fee must be paid at 6300 Southcentei. Blvd., Suite 100. Catt 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 DID -349 Pro'ect: �� Type of Inspection: � t) (-) 6 -- _ = )1 J �lx . Address: : 3 b Zvi `� l�^ k's- Date Called: �--, Special Instructions: t` r i A-1( Date Wante f �� ! J ' ..a.m. p.m. Requester. Phgrlelo.. ,...05( _ S (S 0 Approved per applicable codes. ElCorrections required prior to approval. /7 COMMENTS: , . „,S J (e t` r i A-1( `6161 P / 4” I 1 J c— r l\ r e� s3 P u, _c ..\1\,h1 v fJ c) i 1=My Inspector: 4A) Date:/r n 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• lCf4 -t� -6 2 -'<S f , Type of Inspection: r,f42- A& GP kt V Addr }ess: r'� ., f T'S , // /'.® -' l `)V Rvi9 Date Called: .*. R -A / /� • i(JAi&t�i Special instructions: yPhone Date Wanted: / f (• f`i p.m. Requester: `1" ---A I A S 9 P,}L ikie e, 5 rt No„ 3 Approved per applicable codes. 6 ElCorrections required prior to approval. G COMMENTS: A t 0ptz....: AG r)k A�� C, ■ )in-----R-,CA- :.a ,, --0it ,Cor®uA.D arrCC - .' „ , -. -- 010-e A to ilk e `1" ---A I A S 9 P,}L ikie e, 5 rt t‘ Inspector: Date , • ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Jio -31R PERMIT NO. CITY OF TUKWILA BUILDING DIVISION f./ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t.z– (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P jec 16opa cA 2 Ze s Ack. Type of Inspection: -t )A ijOgo a 2 * (4)A Slit Address: i 3 02-9? S Co Date Called: Special Instructions: Os �1 (- C]I %(� #��� f '. Cil� "f �- r. Date Wanted: 3 —� ` .. .n. p.m. Regt ter: J EPF /- e -e,V/' Phoney : Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: t Date 1 n 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 G1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: W 9�°r p.. Type of Inspection: . r A / </6 Address: cT L ! Z /1 .-7 r : S' /� — t t i Date Called: _y.-- - Special rn trucnoiis: Date Wanted / 1 �/ ~ a m p.m. Requester: ` Phone No Approved per codes. 1 Corrections required prior to approval. 6 COMMENTS: P to x .1 o r< 0/1 /1 _.A A 11 Pe r. C' O r; E7 /% ii) ,a- A r1,17 1 re ~-f-ivoe., ,1 , A Pf..r- D .4 / .tea.. (/ Inspector: Date:/1,—/4-11 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 C' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206)431 -2451 0(o --34 Project: grer.S: k!-z Type of Inspection: S�ef,� Address: i o Z �i . r s. la ,l/E , Date Called: ,---- . Speciallnstructions: rm.. ! . (i4-/( Date Wanted:. a.m: Requester: . i t r -.1 IdA t/ C\ e. ; .f A AM /es -S Phone No: 7y �S(-- (o S(Er Approved per applicable codes. Corrections required prior to approval. 6 COMMENTS: t•-) -1)/ f` c` Cr A :J Azo ( ,�U44 -, i_..16 n.,ait /l'P TA-1 1 1)n f rft) c J /Afx, %. j MiS r.Ar' 4 s7"- S>P4A0I . -SC; All cr-r -A- n C i 1) 1----2),.) AS.. A--. rm.. ! . (i4-/( ~,-r: A Al l 14-1( A-A c a f /3 J f ra . / c it ,, +uJfrit S(...i eAd1 -e ,. / (fie iiA I13il r *Fi. . i t r -.1 IdA t/ C\ e. ; .f A AM /es -S .1R? r 1 .A - l i /1- / J ' , f i tIP r A---f . r r A Aik ,A4 Al Revte.A 'i$ U 0 ` (l ar 8e e.._7% l ,-,) A i Tr , r \ l�P/ A( A.- Inspec(7.. , ocA k ii vi, .....,k. Date: 4-1I 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 ' CITY OF TUKWILA BUILDING DIVISION C� 6300 Southcenter Blvd:, -#100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Oro -3- 7 Proj ct: i r _ S Type of Inspection: IZa v F SCk 46 Address: 110 2r1 Date Called: Special-instructions: Date Wanted: r . / Z f s / (a. p' l Requester: Phone No: ZSS ,.GS- l& 57 aApproved per applicable codes. a Corrections required prior to approval. COMMENTS::., , ' .. 1 1 '. 1 u d K -E /VT- Fr a` -_, k 2 i ` ; 1.0 j t - , S A uki n T A- F 1 er, j t) d ej kit lt,f A 1 vJAy pi Ans c.irti k-- r, ,.. ./t , /N d a_s . f 8 ( o r '/if ,). c r' r A T .' d Ai , �L, ` Li A J -bey ,n st 4 (Le cQ ti v.iz f. u_ (lJ Y`,-- S r „ J n / (D t' 3 x ` t " - ) 2 J A / ' . . 77 f .4- ' .3(v (t1 r.\i e i tA-r1 . '4 LA). it f A e r,:r ( IFI it M . 4 4 , _ a4 (. hA 4 b4.e; Sti (1 utS .6e 4_s- 4 r4 c,4,f 7).) d .ft ec.4 Inspector:' Date: 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 p. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro' t: n r ex I n �-� .5. Type of.lnspectio :, vA 6 fri 8 9iti m ./1 Address: 3017 S � L/ Date Called: Special Instructions: r Date Wanted: _ 7 4 ��rri p.m. Requester: Phonello Approved per applicable codes. Corrections required prior to approval! COMMENTS: AA Inspectd( Date: /71*?-. 1-7 REINSPECTION FEE REQUIRE rior to next inspection, fee must.be paid at 6300 Southcenter Blvd., Suite 1007Call to schedule reinspection:, 555 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 Pro' c(: Type of Inspe 19n: A�dr "ess:. OA7 F .S. Date Called 4- I ILA i3 1S c'i in •. (o✓',. - i<eyie dr r`o'c Special Instructions: ko 6oac;te. C(11. F,..00-fo{ Date Wa to �7 ( p a.m. p.m. Re q uhster: Photo ; , V , cf25, / e5) U ElApproved per applicable codes. DCorrections required prior to approval. COMMENTS: 1- at 517g- 7/5-- SOC., Sicot-r d e r S Fr.adtoke -S' . (k) '- 4- -51•- ,, . 1S c'i in •. (o✓',. - i<eyie dr r`o'c Arcpp . OK ko 6oac;te. C(11. F,..00-fo{ wel7xr 64'1 r (ear! = 251.17 Inspector: 5• Date: if n ( ," 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 (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: r s►dPn( e Type of Inspection: 5D Address: � / oc / ',o,¢v -e.S Date Called: 0 1h)b3 Special Instructions: Date Wanted:. 01 /// //3 (a.m} p-m` Requester .�, ir'1P1-f-Pc..4roll 6/4' 16,4-,,Ited Phone ol5'3 651 651 e De-r- 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: I1O 1SOoc.. -; aea ir'1P1-f-Pc..4roll 6/4' 16,4-,,Ited De-r- Cr''1'�/ s +c+�+ofa�41 S • Oh 4o Wt. cI/ liII. Inspector: Date: l / / ! ( I 3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'D"f1/`- 7 lSL /0 ?''G 121-4-wrc Krt.:a-0 2c2J' 2'" L /.t% ' 7'O•r/ �Eir� /G Pir -25 i "6•1/014) 6 ? c '. '.v/ G�uJ1 FOd vA,r7i0•v 0 2131N3311M3d a 3 JV C) Om c< 1 O q m 0 z 1 ("l•; e- ,e.e-D z7,-"-- r N �" 35; , sc��c y uiAX ZoT .i7,�oo - o�yo -oo �� a,DRe S /3027 ' ~, f Ir %'C. -'a" C ^i G 25YJ CS/ -6i/ /f/-.. o/ a rah/ .5'T2�c'7' GEt/aL d '4 stl,e.W € 4 it Co .O Compk atAct 1 A-T??-.0 v ED JUN 0 3 2011 CityofTukuwila UUIl,nutir nnncinno X0. oe d. .W ewe is rks Department for conformance with current City standards. �,gjptance is snhjert to errors arrd� omissions whieh�cido not authorize violations of 1c� adopted standards or ordinances. The responsibility for the adequacy 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: By: 6/3,11 qteby.\ a- al I o all 3 a V.v.A'Azed - FILE COPY ` Coil. _Co meklAutDIVISION OF BUILDING SAFETY AND INSPECTION t 14? 12-ovm ►JUN 0 3 2011 GlifartikWile 2006 WASHINGTON STATE ENERGY CODE 2009 IRC - WHOLE HOUSE VENTILATION CODE BUIIIMMIVIPNI E THE FOLLOWING: Application No.: Y ECEIV CITY jLA Ilk 82011 PERMIT CENTER Date: Glazing Area 222sf Calculation: - Heated - 1 16G sf = (1 • 4, % NOTE: Heating and cooling infiltration, are required for be calculated in accordance practices. WSEC 503.2.1. http: / /www.energy.wsu.edu 2006 /PrescriptiveZone1_R3 PATH: Ch. 6 (circle one) III IV V Performance Ch. 5 Ch. 4 design sizing with For a HEAT (Attach [ ] Btu Efficiency [ ] HSPF Toads, including HVAC systems and shall accepted engineering spreadsheet go to: /documents /code /wsec 2006.xls SYSTEM SIZE: Heat Loss Calcs.) input Window area Refer to table below floor area = % of glazing to determine compliance path JOB TYPE: [ ✓]New [ ]Remodel [ ] Addition OCCUPANCY: [ "Single Family [ ] Multi- family COMPLIANCE [ ] Prescriptive I @► [ ] Component [ ] System analysis Rating WATTS 4I6 % rating FUEL TYPE: [ ] Electric [ Other (gas, wood, oil, propane) HEAT TYPE: [ ✓]Forced Air Furnace [ ] Heat Pump [ ] Radiant Heat System (baseboard, wall cadet) - [ ] Hydronics system [ 1 Gas or Wood Stove (Outside of Urban Growth Area) ELEC. [ ] Tacoma [ ✓j Puget [ ] Peninsula [ ] Other UTILITY PROVIDER: Power Sound Energy Power PRESCRIPTIVE REQUIREMENTS °"1 FOR GROUP R OCCUPANCY CLIMATE ZONE 1 - ALL FUEL TYPES Option Glazi,N Area % of floor Glazing U- factor Door 9 U- value Ceiling 2 Vaulted3 ceiling Wall 12 Above grade Wall, int. 4 below grade Wall, ext., 4 below grade Floor 5 Slab 6 on grade Vertical Overhead I. 10% 0.32 0.58 0.20 R -38 R-30 R -15 R -15 R -10 R -30 R -10 I. * 15% 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 III. 25% Group R -1 and R -2 Occupancies Only 0.40 0.58 0.20 R =38 / U =0.031 R -30 / U =0.034 R -21 / U =0.057 R -15 R -10 R -30 / U =0.02 9 R -10 IV. Unlimited Group R -3 and R-4 Occupancies Only 0.35 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 V. Unlimited Group R -1 and R -2 Occupancies Only 0.35 0.58 020 R -38 / U =0.031 R -30 / U =0.034 R -21 / U =0.057 CORRECTION R -15 R -10 R -30 / U=0.02 9 R -10 ee reverse for reference comments) 2006 WSEC, 2009 IRC Whole House Ventilation - Revised June 2010 LTR# n P e o 4 0 w. • 2 Option - A IRC- M1508.4 Intermittent Whole Advantages: Inexpensive Simplest installation Most familiar 2009 IRC VIAQ WHOLE HOUSE VENTILATION OPTIONS: House - (Double Duty) Disadvantages: No air tempering Requires air inlet ports Fan life unknown KSOEN 0 MANUAL AL C@RRA Option - C IRC - M1508. Discreet Spot & Advantages: Simple installation Inexpensive Flexible 0 CENTR _ 4 Whole House - Intermittent Disadvantages: No air tempering Fan life unknown Requires inlet ports Option - B IRC - M1508.6 Central Ducted Whole House Supply Fan Advantages: Single fan Quality quiet fan Better air distribution Disadvantages: Continuous operation Increased heat Toss No air tempering Option - D IRC - M1508.5 Integrated with Central Heating Advantages: Provides air tempering Best distribution Allows filtering of air Works on heat pump systems 2006 WSEC, 2009 IRC Whole House Ventilation - Revised June 2010 Disadvantages: Requires careful adjustment of damper for air supply Page 2 of 4 2009 IRC WHOLE HOUSE VENTILATION INFORMATION Whole House Ventilation System (check one) [ ] A: IRC M1508.4 (Double Duty) [ ] B: IRC M1508.6 Central Ducted Supply [ ] C: IRC M1508.4 Discrete Spot & Whole House [✓] D: IRC M1508.5Integrated Central Heating [ ] AAHX: IRC M1508.7 System Size: &" cfm [ ✓]intermittently operating [ ] Continuous operating Table M1507.3 Minimum Required Exhaust Rates for One- And Two - family Dwellings AREA TO BE VENTILATED VENTILATION RATES Kitchens 100 cfm intermediate or 25 cfm continuous Bathrooms — Toilet Rooms Mechanical exhaust capacity of 50 cfm intermittent or 20 cfm continuous Table M1508.2 Minimum Ventilation Rates Continuously Operating Systems Floor Area (ft 2) Bedrooms 1' 0 -1 2-3 4 -5 6 -7 >7 <1500 30 -_ 60 75 90 1501 -3000 45 60 75 90 105 3001 -4500 60 90 105 120 4501 -6000 75 90 105 120 135 6001 — 7500 90 105 120 135 150 >7500 105 120 135 150 165 Ventilation rates in table are minimum outdoor airflow rates measured in cfm. 2006 WSEC, 2009 IRC Whole House Ventilation - Revised June 2010 Page 3 of 4 FOR INFORMATION PURPOSES ONLY * Reference Case 0. Nominal R- values are for wood frame 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 13 %, it shall comply with all of the requirements of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of the W.S.E.C. 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings complying with note 3. `Adv' denotes Advanced Framed Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings where both (a) the distance between the top of the ceiling and the underside of the roof sheathing is less than 12 inches and (b) there is a minimum 1 -inch vented airspace above the insulation. Other single rafter or joist vaulted ceilings shall comply with the `ceiling' requirements. This option is limited to 500 square feet of ceiling area for any one dwelling unit. 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 installed on below grade walls shall be a water resistant material, manufactured for its intended use, and installed according to the manufacturer's specifications. See Sec. 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 manufacturer's specifications. See Sec. 602.4 7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R- 10 insulation. 8. This wall insulation requirement denotes R -19 wall cavity insulation plus R -5 foam sheathing. 9. Doors, including all fire doors, shall be assigned default U- factors from Table 10 -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 a U- factor of U =0.40 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 minimum average log thickness of 3.5 inches are exempt from this insulation requirement. 2006 WSEC, 2009 IRC Whole House Ventilation - Revised June 2010 Page 4 of 4 •oject Name: to Address: City of Tukwila -RESIDENTIAL-`'HEATING AND .VENTILATION COMPLIANCE FORM; Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http://www.citukwila.wa.us ' tr "1 i Aet# c e, 13 0,x-1 S to 4 ...5 FILE COPY PP.rmit Alin_ MECHANICAL PERMIT NO.: 2 BUILDING PERMIT NO.: ' 10- 3 Z4 9 (Complete Sections I and II for Group R Occupancies 4 Stories or Less) WASHINGTON STATE ENERGY CODE HEATING DESIGN METHOD (select A, B or C below): A. ❑ System Analysis — W.S.E.C. Chapter 4 (submit documentation) B. ❑ Component Performance Approach — W.S.E.C. Chapter 5 (submit documentation) C. rescriptive Option — W.S.E.C. Chapter 6 (for prescriptive, complete the following calculation): House Square Footage (heated space): /100 X 20 BTU/h = go; /y00 Maximum BTU of Heati ystem Outpl r. C re C0 w�p\�cvhU, yTwv E � 'JUN 0 3 2011 ❑ Heating System Installed, (check system type below): 1. ❑ Electric Resistance 2. ❑ Electric (forced air) 3. Other Fuels (gas, heat pump) WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (select A or bekeJtyofTukWila A. ❑ Ventilation by Performance or Design Method - W.S.V.I.A.Q. Section 302 (submit docuirirIijh B. rescriptive Ventilation Options - W.S.V.I.A.Q. Section 303 (select one of the following): 1. WI/Ventilation using Exhaust Fans (Section 303.4.1.) ❑ Exception for outdoor air inlets — Forced air heating system w /interior doors undercut' /" 2.ntilation integrated with Forced Air System (Section 303.4.2.) 3. ❑ Ventilation using Supply Fan (Section 303.4.3.) 4. ❑ Ventilation using Heat Recovery System (Section 303.4.4.) ❑ Prescriptive Minimum/Maximum Outdoor Air Calculation specified in Table 3 -2 (see reverse side of form). 1. House Square Footage: 2. House Number of Bedrooms: 3. Required Outdoor Air Table 3 -2: Minimum - cfm Maximum - cfm G DIVISInN ECEW ED DEC 232010 ∎pplications \Forms - Applications On Line12009 -08 Resdiential Heating and Ventilation Compliance.doc ated: 7 -1 -2002 ised: 8-2009 O ` TCNTR Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Ph: 253 - 835 -1516, fax 253 - 441 -4207 January 23, 2012 Attn: City of Tukwila, Building Division 6300 South center Blvd, #100 Tukwila, WA 98188 Re: Bratcher Residence (permit #D10 -349) 13027 56th Ave. S Tukwila, WA FILE COPY M.,..,...,P► RI" The following is a request for the above - referenced site address only: The lateral calculation package has been revised for additional 48- inches on the stepped foundation wall. The scope of work it has been review and is it structurally sound and approved by the engineer of record. Please refer to attached documents for your references. Please feel free to give the office a call regarding this letter. Joshua M. Kalebu, P.E. Binh T. Tran Design Engineer Project Engineer REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 6 2012 City of7iikwttt BUILDING DIVISION CITY of niLA JAN 2,5 2012 PERMIT CENTER REVISION N0. 1 710441 INSPECTION RECORD Retain a copy with permit INS CTION O. 13 to -347 PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Proje ksr lPr Rr-14 Type °I-Inspection: ,. A"� r A.6 Address: ��ffr % �iU Date Called: Spe'ian�nJftio s: Date Wanted:. I l'',/1_%i p.m. Requester: ( Phone No: V DApproved per applicable codes. Corrections required prior to approval.. COMMENTS: s c-4 pc, d41' (S L91 `he ckliAt 4(tifrAft4 .`' e_e r" DtL!/ 2I-- AA( Lamr -s' �-cs' / w — Cr ,/ P to s 07■ ` z Ityy Inspe or: AA. , 1Dat7:j./ ( REINSPECTION FEE REdUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Design by `3.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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* 11 -21E Green (Gerry Slick) Lateral.mcd Design by :13.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WOOD: JOISTS & FAFTERS: 2X4 HF #2 2X6 or Larger HF #2 BEAMS : 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: POSTS: 2X4 HF #2 2X6 or Larger HF #2 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* 11 -21E Green (Gerry Slick) Lateral.mcd Design by :`B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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 Ioads.(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 ig := 1.0 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) R := 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Ss := 1.59 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period S1 := 0.552 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Fa := 1.00 Fv := 1.5 W�wx 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 = Si Tv Smi = 0.83 ASCE 7 -05 Eq. 11.4 -3 SDS := 3 'Sms SDS = 1.06 ASCE 7 -05 Eq. 11.4 -4 SDI := 3 •Sml SDI = 0.55 *World of Designs & Engineers* /ifl 11 -21E Green (Gerry Slick) Lateral.mcd Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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: ROOF PLAN AREA EACH LEVEL: S.- S =1.08 5 " PLAN PERIMETER FOR EACH LEVEL: R1 := 1024ft2•Sy A1 := 900ft2 (Upper Roof Area) (Upper Floor area) R2:= 672ft2•S (Lower Roof Area) Weight of Structure at Each Level: Story Weight at Upper level: w2 =- .15.psf.(Rl) + 10psf•8.ft(; Story Weight at Main level: wI := 15•psf•(R2) + 12•psf•(Ai) +:10.psf•(9, PI - '2(30ft) + 2(3,0ft), (Upper Floor) P2.-- ;2(30ft) +,2(50ft), (Main Floor) (weight of roof, and wall) Shear at each Level: F := 1.1 (F•SDS•W2) V2E := R [F•SDS•(wI)] VIE:- R F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building (weight of lower roof, floor, & wall) V2E = 4707.05 lb Story Shear'at upper Floor VIE = 6479.37 Ib StoryShear atMain- Floor *World of Designs w& Engineers* 7J1 11-21E Green (Gerry Slick) Lateral.mcd Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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: =` 22•ft qt, = 0.00256KZKZfKdv21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GCPf = External Pressure Coefficients per Figure 6 -10 GCPf = Internal Pressure Coefficients per Figure 6 -5 K15 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6 -3) K20 := 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6 -3) K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6 -3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6 -3) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6 -3) Kd := 0.85 Wind Directionality Factor (Table 6-4). v := 85 Wind Speed per Hours (Figure 6 -1). 1:= 1.0 Important Factor (Table 6 -1). *World of Designs & Engineers* t/1,(9 11 -21E Green (Gerry Slick) Lateral.mcd Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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•I Q15 = 11.01 q20 := 0.00256•K20•Kd•v2•I q20 = 11.01 q25 := 0.00256•K25•Kd•v2.1 q25 = 11.01 q30 0.00256•K30•Kd•v2•I q30 = 11.01 940 0.00256•K40•Kd•v2•I 940 = 11.95 Internal Pressure Coefficients (Figure 6 -5) GCpi • _ .18 +/- The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GCpn :_ .56 GCpf1E :_ .69 GCpf2 :_ .21 GCpf2E :_ .27 GCpf3 := —.43 GCpf3E :_ —.53 GCpf4 := —.37 GCpf4E :_ —.48 *World of Designs & Engineers* ti eit9 11-21E Green (Gerry Slick) Lateral.mcd Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 P15.1 g15.(GCpfl)•psf P15.2 g15'(GCpf2)•psf P15.3 g15'(GCpf3)'Psf P15.4 g15.(GCpf4)•psf P20.1 := g200Cpfl)•psf P20.2 g20.(GCpf2).psf P20.3 g200Cpf3)•psf P20.4 g20.(GCpf4).psf P25.1 = g25'(GCpfl)•psf P25.2 g25'(GCpf2)•psf P25.3 (125.(GCpf3)•psf P25.4 g25.(GCpf4).psf P30.1 := g30.(GCpfl)•psf P30.2 g30.(GCpf2)•psf P30.3 g30.(GCpf3)•psf P30.4 g30'(GCpf4).psf P40.1 g40.(GCpfl)•psf P40.2 := g40'(GCp2)•psf P40.3 g40.(GCpfl)•psf P40.4 940'(GCpf4).psf '15.1 = 6.16Ibft2 Pl5.2= 2.311bft2 P15.3= -4.731bft2 P15.4=- 4.07Ibft2 P20.1 = 6.161b ft -2 P20.2= 2.311bft2 P20.3 = -4.73 lb ft2 P20.4 = - 4.071b ft-2 P25.1 = 6.161b ft2 P25.2= 2.311bft2 P25.3 = -4.73 1b ft2 P25.4 = -4.07 lb ft-2 P30.1= 6.161bft2 P30.2= 2.311bf12 P30.3 = -4.73 lb ft2 P30.4 = -4.07 lb ft -2 P40.1 = 6.69 lb ft -2 P40.2= 2.511bft2 P40.3 = -5.141b ft-2 P40.4 = - 4.421b ft -2 P15.1E g15.(GCpflE).psf P15.2E g15.(GCpf2E)'Psf P15.3E g15.(GCpf3E)'Psf P15.4E g15.(GCpf4E)'Psf P20.1E = gar (GCpnE)'Psf P20.2E gar (GCpf2E).psf P20.3E g20.(GCpf3E)•Psf P20.4E g20.(GCpf4E)•Psf P25.1E = g25.(GCpnE)•Psf P25.2E g25'(GCpf2E).psf P25.3E = g25.(GC0-3E)•Psf P25.4E g25.(GCpf4E)•Psf P30.1E g30.(GCpnE)•psf P30.2E g30'(GCpf2E)'Psf P30.3E g30'(GCpf30•psf P30.4E g30'(GCpf4E).psf P40.1E g40.(GCpnE)'Psf P40.2E = g40.(GCpf20.psf P40.3E (140'(GCpf3E)'Psf P40.4E g40.(GCpf4E)•Psf P15.1E= 7.591bft2 P15.2E = 2.971bft 2 P15.3E = -5.83 lbft 2 P15.4E = - 5.281bft 2 P20.1E = 7.591bft 2 P20.2E = 2.97 lb ft -2 P20.3E = -5.83 lb ft-2 P20.4E = -5.28 lb ft -2 P25.1E= 7.591bfi2 P25.2E = 2.971b ft2 P25.3E = -5.83 lb ft-2 P25.4E = -5.28 lb ft -2 P30.1E = 7.591b ft -2 P30.2E = 2.971b ft -2 P30.3E = -5.83 ibft 2 = -5.28 lb ft 2 P30.4E P40.1E = 8.241bft 2 P40.2E = 3.23 lb ft -2 P40.3E = -6.33 lb ft -2 P40.4E _ - 5.741b ft2 *World of Designs & Engineers* Ni19 11 -21E Green (Gerry Slick) Lateral.mcd s !pi ih hit! 141 1 '• ri' Ir in' ,1 illy lel to ow qb-111 IHR ri�µTe-7l0, �1.4-sja'fivt-1 v s z 2 AL MA NI: iaii ii f:ir .1 1 1 1 1 1 1 1 1 4/I A 1 1 ! I. A 1 1 -I' I • Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WIND AT UPPER LEVEL (front to back) WI :_ (P20.1 - P20.4)'3ft + (P20.2 - P20.3)'2ft + (P25.2 - P25.3)'5ft + (P30.2 - P30.3)'5ft END ZONE WIND AT UPPER LEVEL (front to back) W1E := (P20.1E - P20.403ft + (P20.2E - P20.342ft + (P25.2E - P25.345ft + (P30.2E - P30.345ft WIND AT MAIN LEVEL - - -- -(ALL SIDES) W2 :_ (P15.1 - P15.4)' 10ft END ZONE WIND AT MAIN LEVEL--------(ALL SIDES) W2E :_ (P15.1E - P15.4E)' 10ft WIND AT UPPER LEVEL (side to side) W3 :_ (P20.1 - P20.4)'5ft + (P25.1 - P25.4)'7ft END ZONE WIND AT UPPER LEVEL (side to side) W3E := (P20.1E - P20.44 5ft + (P25.1E - P25.447ft WIND AT MAIN LEVEL (GARAGE SIDE WALL) W4 :_ (P15.1 - P15.4)'9ft END ZONE WIND AT MAIN LEVEL-- -- - - -- (GARAGE SIDE WALL)-------- - W4E := (P15.1E - P15.4E)'9ft But not less than 10 psf over the, projected ;verticat plane W1 := 10•psf•15•ft W1,= 1501b.ft 1 W, = 102.351b ft 1 W3:= 122.821bf -1 W4 = 92.11 Ibft 1` WIE:= 10•psf•15•ft W2E .128.76 ib :fi..':; • W4E = 115.884b ft -1 W -JE = 1501b.ft.' *World of Designs & Engineers* t/262 11 -21E Green (Gerry Slick) Lateral.mcd urrel< per` lV?/62 1/4 1'% lV m ∎ tP eI GENERAL. NOTES: 1. ALL W0( TO BE IN CONFORMANCE YE1H 2009 RE. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES 10 OUTSIDE 4. PROVIDE FB E BLO3ONG AT ALL FUMING AND NEQUMCAL PENETRATIONS. 5. ALL SHOWER WALLS 10 BE WATERPROOF TO Design by B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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 =;150Ibft 1, W1E = 1SO Ibfi Distance between shear wall: Li : ='30•ft Shear wall panels: Laa := (20)ft Laa =20ft 10•ft Max Opening Height = Oft Oin, Therefore Co: = -1.00 Percent full height sheathing: % :_ l 100 % = 100 10 ft per IBC Table 2305.3.8.2 Step 2. Seismic analysis on wall vaa = 112.51b ft 1 vaa ft 1 = Co Wind loads per foot Seismic Weight per level: V2E = 4707.05 lb Seismic Force: V2E LI °`. 07pr— Lt 2 Assumed p Eaa = 82.371b 1 ft Step 3. Checking Overturning Moment & Holdown on Wall Eaa Co Bldg Width in direction of Load: Lt 30 -ft = 82.371bft 1 Seismic loads per foot Overturning Moment on Wall: Plate Height .Pt:= 8.0•ftr Laa := 20•ft OTM := vaa•Laa•Pt OTM = 18000lbft Dead Load Resisting Overturning: WR := 0.6(15•psf).2•ft•Laa + 0.6•(10•psf) •PtiL Laa DLRM := WR 2 Holdown Force & Net Uplift: DLRM = 132001b ft OTM - DLRM HDFaa:- Laa Step 4. Shear Wall Summary: HDFaa = 240 lb 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 = 162.261b EN Bp := — vaa Bp = 1.44 ft Per Nail Wind Force: Seismic Force: vaa 1 ft= Co E� -1 = 82.371b Co P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339cpif Seismic Capacity = 242 pif, _. B.P. Nailing Spacing Bp = 1.44ft 16d -i D 16 ':o C. Holdown Force: HDFaa = 2401b Holdown Types: No Holdown *World of Designs & Engineers* I lop!? 11-21E Green (Gerry Slick) Lateral.mcd Design by : B.T. 1/2312012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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 = 1501bft,1 Distance between shear wall: L'1 := 30;ft 1 =='150111ft7,1 Shear wall panels: Lbb =. (8 +.20)ft Lbb = 28 ft Percent full height sheathing: Wind Force: vbb 0 0 (10.ft /o := 100 /o = 100 10.ft (W1 +)1E) L1 2 2' Max, Opening "Height = Oft Oin, . Therefore Co:= 1.00 per' I BC.Table 2305.3:8:2 vbb = 80.361b ft-1 vbb ft 80.361b 1 Lbb Co Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: Ebb V2E = 4707.05 lb Assumed V2E. L1 07p Lt 2•. Lbb Ebb = 58.841b ft 1 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Lbb 8•ft OTM := vbb•Lbb•Pt Dead Load Resisting Overturning: Wind Toads per foot Bldg Width in direction of Load: Lt 30.ft Ebb = 58.841b ft Co Seismic Toads per foot Plate Height: •Pt =i 8.0.ft OTM = 5142.86 lb ft WR := 0.6(15•psf)•2•ft•Lbb + 06(10 •psf) •PtLbb DLRM := WR• Lb DLRM = 21121bft Holdown Force & Net Uplift: 1-1DFbb OTM — DLRM Co• Lbb Step 4. Shear Wall Summary: HDFbb = 378.86 Ib Base Plate Nail Spacing (2003 NDS Tabiel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.6 EN := ZN•CD Z' by B := B =2.43ft P • vbb p Z'N = 195.21b Per Nail Wind Force: Seismic Force: vbb = 80.36Ibft 1 E bb = 58.84Ibft1 Co Co P1-6: 7/16" Sheathing w/ 8d nails @ 6 ";O' Wind Capacity = 339 pif Seismic Capacity = 242 pif. B.P. Nailing Spacing Bp= 2.43ft. 16d @,16" o Holdown Force: HDFbb = 378.86 Ib Holdown Types: No Holdown *World of Designs & Engineers* 11-21E Green (Gerry Slick) Lateral.mcd Design by: B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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: Distance between shear wall: 122.821b ft 1..... W3E_ 15451' lbft L1' -.,30: ft. Shear wall panels: Lcc := (5.5 + 19)ft Lcc = 24.5 ft Percent full height sheathing: % : r 1"� 100 % = 100 10-ft LI Wind Force: vcc = . Lcc: Step 2. Seismic analysis on wall Max- Opening Height =, ,.Oft-Oin, Therefore Co: ='1.00 per .IPC.Table 2305.3.6.2... vcc = 84.9 lb ft -1 vcc = 84.9 Ib ft 1 Co Wind loads per foot Seismic Weight per level: V2E, =4707.051b Assumed V2E -LI` 0.713. Lt .2 Seismic Force: Ecc .. Lcc,' Ecc = 67.241b ft -1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt : =. 30-ft Ecc = 67.241b ft Co Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt: =84ti; Lcc := 5.5•ft OTM := Ecc-Lcc-Pt Dead Load Resisting Overturning: WR:= 0.6(15•psf) 16 ;$•Lcc ± 0 6•(10- psf):Pt -°L Lcc DLRM := WR — 2 Holdown Force & Net Uplift: HDFcc :- OTM - DLRM OTM = 2958.721bft DLRM = 2904 Ib ft C0•Lcc Step 4. Shear Wall Summary: HDFcc = 9.951b Base Plate Nail Spacing (2003 NDS Table11 N) 16d Common Nails &'1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.33 Z'N := ZN.CD Z' Bp := • Bp = 2.41 ft Ecc Z'N = 162.261b Per Nail Wind Force: vcc 1 = 84.9 Ib ft co Seismic Force: Ecc = 67.241b ft 1 — Co P1-6: 7/16" Sheathing w/ 8d nails @:6 ".:Q. Wind Capacity = 339 pif Seismic Capacity = 242 plf B.P. Nailing Spacing Bp = 2.41 ft 16d @.16' -` `o c Holdown Force: HDFcc = 9.95 Ib Holdown Types :. No Holdown *World of Designs & Engineers* 1tb1247 11-21E Green (Gerry Slick) Lateral.mcd Design by B.T. 1/23'12012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line DD: Step 1. Wind analysis on wall Wind loads per foot: W3:= 122.821bft ' W3E = 154.511011. Distance between shear wall: LI := 30•ftt• Shear wall panels: Ldd := (8)ft,. Ldd = 8 ft 10�ft" Percent full height sheathing: %:= ( 100 % = 100 10•$) • Wind Force: vdd Ldd; Step 2. Seismic analysis on wall Seismic Weight per level: Max ' Opening Height = Oft-Oin, Therefore. C0 = 1.00 per .IBC Table 2305.3:8.2 vdd = 260 lb 1 ft vdd 1 260 lb = ft Co Wind bads per foot = <4707.05.Ib Assumed 0 7p` V2E:,LI Seismic Force: Edd:— Lt 2: Ldd Edd = 205.93 lb ft-1 Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Ldd := 8•ft OTM := Edd•Ldd•Pt Dead Load Resisting Overturning: Bldg Width in direction of Load: Lt := 30.ft Edd 1 = 205.931b ft Co Seismic Toads per foot Plate Height: 'Pt : = •8:0•ft. OTM = 13179.751b ft WR := 0.6(15•psf)• 16•ft •Ldd +" 0.6•(10•psf) •Pt•L-dd' Ldd DLRM:= WR 2 Holdown Force & Net Uplift: DLRM = 61441b ft OTM — DLRM HDFdd Co•Ldd Step 4. Shear Wall Summary: Wind Force: vdd 1 260 lb ft = HDFdd = 879.47 Ib 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 := N Bp = 0.79 ft Edd Z'N = 162.261b Per Nail Seismic Force: Edd = 205.93 lb ft -1 co co P1-6: 7/16" Sheathing w/ 8d nails Wind Capacity = 339 plf Seismic Capacity = 242 plf'' B.P. Nailing Spacing Bp =0.79ft 1 6d'+ r' Holdown Force: HDFdd = 879.47 lb Holdown Types: Simpson MSTC28 *World of Designs & Engineers* I /z5 11 -21E Green (Gerry Slick) Lateral.mcd 0 .mr—oTro rwrik . _ 13'0 owo 2 mop $2 105(1° ,sJoa,012. NOW.S: ro BE M COVCRIANCE WITH 20Oc. DMAUST FANS, CATER MS AND OUTSIDES. 1 HEATER PRESSURE RELIEF VALVES E ELOOONG AT ALL PLUMBING AHD • PENETRATIONS. t WALLS TO BE WATERPROOF TO •ABOVE DRAM. BE LIMED TO ItkOLUM 2.5 OPAL FLOW. THIN 60. ABM DRAIN MET TO XASS. 11111EN 24 OF DOOR OR MIN 18 rft 10 8! SAFETY GLASS. TS 10 8! PER IRE SECTITN MOB& ri,00(2. ri/t\O Y411,11-01 riZaZ /*Ek Vrefz. frL •Alzea 4,r z4vF-12.7 me-ie.. 24 o GeVE12-00 PAT 0 s 40 r -ToTAL, cluaziklei = 22.2 -ro-TAL cit,esz 0(.1 ANS A TUF, eicoss F‘cox A■ce,c, - I . :■•■• (22.2. 11 107 Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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- `- "W2E =- 128.76Ibft. Distance between shear wall: Shear wall panels: La :_ (18 + 21)ft 30•ft La =39ft 10 ft Max Opening�Height.= Oft -Oin, - Therefore Co := 1.00 Percent full height sheathing: 0/0:= 100 % -- 100 (l0 ft)" per IBC Table 2305.3.8.2 Wind Force: va`:= (W2" +.W2E) "L1 vaa•Laa 2' _ La Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: va = 102.141b ft 1 va = 102.141b ft 1 Co Wind loads per foot VIE = 6479.37 lb' ' Assumed p 1:0 Bldg Width in direction of Load: Lt := 30•ft. �• Laa -. 0.7p Lt ;L1 E a Ea = 100.391b ft 1 ft = 100.391b 1 Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: La := 18•ft OTM := Ea-La-Pt OTM = 16263.34 lb ft Dead Load Resisting Overturning: WR:= 0.6(15•psf)•2• ft•La+ 0.6•(IO.psf)- PV2•L Seismic loads per foot Plate Height Pt: 9.04 Base Plate Nail Spacing (2003 NDS Tablel 1 N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N = 162.261b EN Per Nail + 0 6(12•psf) 8 ft.La, Bp :_ — Bp = 1.62 ft Ea La := WR• a DLRM = 29743.2 lb ft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Holdown Force & Net Uplift: HDFa OTM - DLRM Co.La Step 4. Shear Wall Summary: HDFa = - 748.88 lb As := 830-lb CD := 1.6 Zg := As•CD ZB = 13281b As := ZB Co As = 13.23 ft Per Bolt Ea Wind Force: va 1 = 102.141b ft co Seismic Force: Ea -1 = 100.391b ft Co P1-6: 7/16" Sheathing w/ 8d nails @ 6" OC Wind Capacity = 339 plf Seismic Capacity = 242 plf B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp = 1.62 ft As = 13.23 ft HDFa = - 748.881b 160,g16!, O.c. 5/8 "A B. @72 ".oc Holdown Types: No Holdown *World of Designs & Engineers* 7- Vie, 11 -21E Green (Gerry Slick) Lateral.mcd i' Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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;= 102.351b ft -1 Distance between shear wall: LI := 3 �2E = 128361b ft .ft: Shear wall panels: Lb _ (4 + 41)ft • Lb = 45 ft 10 ft Max Opening Height = Oft-Oin, Therefore; Co: 1.00 Percent full height sheathing: % = 100 % = 100 10•ft Wind Force: vb (W2 + W2E)._ L' I vbb Lbb + " 2 2: Step 2. Seismic analysis on wall Lb. ^. per"IBC Table,2305 3.,8.2' vb = 88.521b vb 1- vb = 88.52 Ibft Co Wind loads per foot Seismic Weight per level: V = 6479.37 lb Assumed p _1.0' Bldg Width in direction of Load: Lt 30.ft Seismic Force: Eb, := VIE Ll;:;" Ebb..Lbb + 07p Lt 2 Lb, Eb= 87.011bft1 Step 3. Checking Overturning Moment & Holdown on Wall Eb = 87.01 lb ft 1 Co Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt: 9O f, Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir Lb := 4•ft OTM := Eb•Lb•Pt OTM = 3132.21bft Dead Load Resisting Overturning: ZN := 122.1b CD := 1.6 Z'N := ZN -CD Z'N = 195.21b WR := 0.6(15 psf) 2 ft Lb " +:0.6 (10 psf) Pt 2 Lb + 0:6(12.psf) 7 ft Lb Bp := Z'N Bp = 2.24 ft Per Nail Eb Lb DLRM := WR• 2 Holdown Force & Net Uplift: DLRM = 1411.21bft 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 ZB•Co OTM - DLRM HDFb Co. Lb Step 4. Shear Wall Summary: HDFb = 430.25 Ib As :- Eb As = 15.26 ft Per Bolt Wind Force: Seismic Force: vb = 88.52 Ib ft 1 Eb = 87.01 lb ft 1 - Co Ca B.P. Nailing Spacing A.B. Spacing Holdown Force: As = 15.26 ft HDFb = 430.25 Ib Bp = 2.24 ft 16d; @ "16" o:c 5/8" A.B. @, 72" oc.: P1 -6: 7/16" Sheathing w/ 8d nails @ "6 ":O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown•Tvpes: No Holdown *World of Designs & Engineers* 741262 11 -21E Green (Gerry Slick) Lateral.mcd Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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 = 102.351b ft . W2E = :1 28.76.1b ft `. Distance between shear wall: L I :_ (30.11) Shear wall panels: Lc := (6 + 4)ft Percent full height sheathing: Lc =10ft 10 ft Max-Opening Height = Oft-Oin, Therefore " "Co:= 1.00 . o := 100 o = 100 10 ft.- " per IBC Table 2305.3.8.2 Lc.. Step 2. Seismic analysis on wall vc = 381.331b ft 1 vc = 381.331bft 1 Co Wind Toads per foot Seismic Weight per level: VIE = 6479:37,1b Assumed p l.o, Bldg Width in direction of Load: Lt := 50•ft Seismic Force: VIE' LI Ecc•Lcc+ 0.7p E Lt 2 Ec = 300.81 lb ft 1 = 300.81 lb ft -1 Co c Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Lo := 3.5-ft OTM := vc•Lc•Pt Dead Load Resisting Overturning: Seismic loads per foot Plate Height Pt := 9.0•ft'. OTM = 12011.81 lb ft WR := 0.6(15•psf). 16•ft•Lc + 0.6•(1 0•psf)•Pt•2•Lc + 0.6(12•psf) 1 3•ft•Lc L DLRM := WR.— c DLRM = 1600.83 lb ft 2 Holdown Force & Net Uplift: OTM - DLRM HDFc := HDFc = 2974.57 lb Co' LC Step 4. Shear Wall Summary: Wind Force: vc 1 = 381.33Ibft Co 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' := r1 Bp Bp = 0.43 ft vc 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•lb CD := 1.6 ZB := As•CD ZB = 13281b As := ZB Co As = 3.48 ft Per Bolt VC Seismic Force: B.P. Nailing Spacing Ec = 300.81 lb ft 1 Co P1-4: 7116" Sheathing w/ 8d nails @ 6 ",0 Wind Capacity = 494 pif Seismic Capacity = 353 pif' Bp =0 .43 ft 16d @, 4" o. c. A.B. Spacing As =3.48ft 5/8 "A. B.@ 42 ! o. c. Holdown Force: HDFc = 2974.57 lb Holdown. Types: Simpson STHDI ORJ, *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd • Design by : B.T. 1123%2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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 Ib ft 1 W2E = 128.761b ft Distance between shear wall: L1 30;ft L2 := 21 .ft Shear wall panels: Ld:= (20)ft Percent full height sheathing: Ld = 20 ft (14ft :- 100' % = 100 10•ft) Step 2. Seismic analysis on wall Max,Opening:Height = Oft Oin; Therefore Co:= 1.00 per_IBC Table 2305.3.8.2 vd = 234.491b ft 1 vd = 234.49 lb ft 1 Co Wind loads per foot Seismic Weight per level: VIE = 6479.37 Ib. - -. Assumed p.;= Seismic Force: VIE L1 < +'L2. Edd.Ldd + 0:7p. — E d 1 1: 2 = 198.031b1 ft = ft Co Bldg Width in direction of Load: Lt := 50.ft Step 3. Checking Overturning Moment & Holdown on Wall Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt =.9;0•t%. Ld := 20.ft OTM := vd.Ld.Pt OTM = 42208.491bft Dead Load Resisting Overturning: WR := 0.6(l5•psf)• 16•ft-Ld + 0.6-(10•psf)'P(2,Ld +'0.6(12.psf)•3.5 ft•Ld Ld DLRM := WR•- 2 Base Plate Nail Spacing (2003 NDS Tablet l N) 16d Common Nails & 1 -112" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := ZN-CD Z'N = 162.261b Z'N Per Nail B := — B = 0.69 ft Bo vd p DLRM = 554401bft Anchor Bolt Spacing (2003 NDS Table 11E), 518" Dia. Bolt (6" Embed) & 1 -112" Plate Hem -Fir Holdown Force & Net Uplift: OTM - DLRM HDFd Co•Ld Step 4. Shear Wall Summary: Wind Force: vd -1 = 234.49 lb ft Co HDFd = - 661.581b As := 830•1b CD := 1.6 ZB := As -CD As := ZB Co As = 5.66 ft vd ZB = 13281b Per Bolt Seismic Force: = 198.03 Ib ft 1 — Co P1-6: 7/16" Sheathing w/ 8d nails ;@ 6" 0, Wind Capacity = 339`plf Seismic Capacity = 242 plf B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp = 0.69 ft As = 5.66 ft HDFd = - 661.58 Ib 1.6d: @,8" o.c: 5 /8'`:'-AB: @ 72" o:c. Holdown Types: No Holdown *World of Designs & Engineers* 2-V-16 11 -21E Green (Gerry Slick) Lateral.mcd • Design by : B.T. 1/23/2012 11:59 AM PROJECT : Green Residence Rev. 1 -23 -12 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 Toads per foot: W2 °= 102.35 lb ft Distance between shear wall: LI 21.fi'. Shear wall panels: Le = (2.5 + 2:5)ft Le =5ft Percent full height sheathing: % _. \ 10'ft " 100 % = 100 10.ft JI Wind Force: ye;:-7 (W4E): 2 L Step 2. Seismic analysis on wall Seismic Weight per level: Seismic Force: Max'Opening,Height = Oft Oin, Therefore Co:= 1:00 per IBC Table 2305.3.8:2 ve = 243.36 lb 1 ft ve 243.361b = ve -1 Co Wind loads per foot VIE 6479 :37Ib." VIE L1 Lt °2 Ee Le: Assumed •p := 1.0 Bldg Width in direction of Load: Lt : = 50•ft Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Le := 2.5.ft OTM := ve•Le•Pt Dead Load Resisting Overturning: WR := 0.6(15•psf)•2- ft-Le -+ 0.6-0 0-psf)-Pt- L DLRM := WR-- DLRM = 225 lb ft Holdown Force & Net Uplift: OTM - DLRM HDFe := HDFe = 2100.21 lb Co•Le Step 4. Shear Wall Summary: Ee = 190.491b ft 1 Be 1 = 190.491b ft — Co Seismic Toads per foot Plate Height: Pt := 9 Oft OTM = 5475.511b ft Wind Force: ve 1 243.361b ft = co Base Plate Nail Spacing (2003 NDS Table/ l N) 16d Common Nails & 1 -112" Plate Hem -Fir ZN := 122•Ib CD := 1.33 Z'N := ZN-CD Z'N = 162.261b Z'N Per Nail Bp = 0.67 ft Bp := ve — Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -112" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := As•CD ZB = 13281b As := ZB Co As = 5.46 ft Per Bolt ve Seismic Force: B.P. Nailing Spacing Ee 1 = 190.49 lb ft Co P1 -3: 7/16" Sheathing w/ 8d nails :@ 3 «O,C. Wind Capacity = 638 pif Seismic Capacity = 456 plf' Bp =0.67ft A.B. Spacing Holdown Force: As = 5.46 ft HDFe = 2100.21 lb 16d (r@:6'' oc M":518".41:1,. per panel' 2)"518' A1:1:perpanel' Holdown Types: Simpson STHD14 *World of Designs & Engineers* 25/762 11 -21E Green (Gerry Slick) Lateral.mcd FILE COPY ,1r. Permit No.. STRUCTURAL CALCULATION Prepared By le % .?A/J-eci, 4,v- Lb Cow60v -4- t. o v D 1 [JUN 0 3 2011 CityofTukwila BUILDING DIVISIfN ACHOR, INC. *World of Designs & Engineers* 33919 9th Ave. S #102 Federal Way, WA 98003 Tel. (253) 835 -1516 , Fax. (253) 517 -8353 (Job # 11 -21E) Prepared For Green Residence 13027 56th Ave. S Tukwila, WA May 13, 2011 RECEIV CRYOFTU LA MAY 18 2011 PERMIT CENTER CORRECTION QTR# / Design by : B.T. ' 5/15/2011 2:54 PM PROJECT : Green Residence Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA.98003 BASIS OF DESIGN BUILDING CODE: 2009 Edition of the International Building Code GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATION: DESIGN LOADS 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 Toad) 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* 11-21E Green (Gerry Slick) Lateral.mcd f Design by : B.T. 5/15/2011 `2:54 PM PROJECT : Green Residence Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WOOD: JOISTS & FAFTERS: 2X4 HF #2 2X6 or Larger HF #2 BEAMS : 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* 11 -21E Green (Gerry Slick) Lateral.mcd 2 41-11K1 Pktr, Ail% II-01 ROOF RAMINO NOTES: ALL WADERS TO BE 43 DP .2 UNLESS NOTED MENA% 2. ALL Ofl 1112U50:25 • MALL CAS' MATAFACIUNERS STAPP. • SMALL glom E5104 DETALS .440 SPEC. FCATICO CN 8ITE FOR FRAME INSFECTICN. • NALL BE INSTALLED *ID BRACED FER MANIFACISTRERS EfECIFICAT1015. 3 MA "Men mem. t. BENI SPICE AS 00CUR 2. w000 ei..w PER RAN 3. SuiP5ON BC IWE POST U.N.O. ON PL 4. iv000 CCA.UuN PER PIN 5. &LIPSON ACE TYPE PUST c U.N.O. ON PU ( Rev: 580004 User: KW-0605873, Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 1. Garage door header General Information Page 1 11 -21e green residence beams.ecw:Calculations Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever 3.500 in 11.250 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span 16.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Summary DL DL DL 45.00 #/ft #/ft #/ft LL LL LL 75.00 #/ft #/ft #/ft Span= 16.00ft, 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 670.37 psi Fb 1,138.50 psi Deflections Depth = 11.25in, Ends are Pin -Pin 0.589 : 1 4.1 k -ft 7.0 k -ft 4.12 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 7.00 fv Fv at at 34.88 psi 207.00 psi Maximum Shear *1.5 Allowable Shear: 8.000 ft 0.000 ft Reactions... Left DL Right DL Beam Design OK 1.4 k 8.2 k @ Left 1.03 k @ Right 1.03 k Camber: @ Left 0.000 in @ Center 0.179 in @ Right 0.000 in 0.43 k 0.43 k Max 1.03 k Max 1.03 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.120 in 8.000 ft 1,605.6 *D.L.Defl)... 0.179 in 0.000 in 0.000 in Total Load -0.286 in 8.000 ft 671.28 4 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 P.-Rev: 580004 User: KW- 0605873, Ver 5.8.0, 1- Nov -2006 1_(c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 2. front porch beam General Information Page 1 11 -21e green residence beams.ecw:Calculations Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 5.500 in 9.500 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 9.00 ft Lu ft Lu ft Lu 675.0 psi 140.0 psi 405.0 psi 1,100.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary 1 DL DL DL 60.00 #/ft #/ft #/ft LL LL LL 100.00 #/ft #/ft #/ft Span= 9.00ft, 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 252.30 psi fv Fb 776.25 psi Fv Depth = 9.5in, Ends are Pin -Pin 0.325 : 1 1.7 k -ft 5.4 k -ft at 4.500 ft at 0.000 ft 1.74 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.35 Deflections 18.46 psi 161.00 psi Maximum Shear * 1.5 Allowable Shear: @ Left • @ Right Camber: @ Left @ Center @ Right Reactions... Left DL Right DL 0.32 k 0.32 k Max Max Beam Design OK 1.0 k 8.4 k 0.77 k 0.77 k 0.000 in 0.037 in 0.000 in 0.77 k 0.77 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.025 in 4.500 ft 4,405.0 .L.Defl) ... 0.037 in 0.000 in 0.000 in Total Load -0.059 in 4.500 ft 1,840.87 5 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl 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: 580004 • User: KW-0605873, Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 3. roof beam over entry [General Information Page 1 11 -21e green residence beams.ecw:Calculations Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 5.500 in 9.500 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 9.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary 1 DL DL DL 113.00 #/ft #/ft #/ft LL LL LL 188.00 #/ft #/ft #/ft Span= 9.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 459.38 psi Fb 1,006.25 psi Deflections = 5.500in x Depth = 9.5in, Ends are Pin -Pin 0.457 : 1 3.2 k -ft 6.9 k -ft 3.17 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 6.94 fv Fv 33.62 psi 195.50 psi 4.500 ft 0.000 ft Maximum Shear * 1.5 Allowable Shear: @ Left 1.41 k @ Right 1.41 k Camber: @ Left 0.000 in @ Center 0.054 in @ Right 0.000 in Reactions... Left DL Right DL Beam Design OK 1.8 k 10.2 k 0.56 k 0.56 k Max 1.41 k Max 1.41 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.036 in 4.500 ft 2,994.9 *D.L.Defl)... 0.054 in 0.000 in • 0.000 in Total Load -0.090 in 4.500 ft 1,194.87 6 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580004 User: KW- 0605873. Ver 5.8.0. 1-Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Description 4. typical upper floor window header General Information Job # Date: 4:02PM, 15 MAY 11 Page 1 11 -21e green residence beams.ecw:Calculations Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 5.500 in 9.500 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 4.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary DL DL DL 128.00 #/ft #/ft #/ft LL LL LL 425.00 #/ft #/ft #/ft Span= 4.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.163 : 1 Maximum Moment 1.1 k -ft Allowable 6.9 k -ft Max. Positive Moment 1.13 k -ft at 2.000 ft Max. Negative Moment 0.00 k -ft at 4.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 6.94 fb 163.85 psi fv 19.72 psi Fb 1,006.25 psi Fv 195.50 psi Deflections Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.0 k 10.2 k @ Left 1.13 k @ Right 1.13 k Camber: @ Left 0.000 in @ Center 0.002 in @ Right 0.000 in 0.28 k Max 1.13 k 0.28 k Max 1.13 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5" @ Center @ Left @ Right Dead Load -0.002 in 2.000 ft 30,453.8 D.L. Defl) ... 0.002 in 0.000 in 0.000 in Total Load -0.006 in 2.000 ft 7,537.66 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 1 I Rev: 580004 User: KW-0605873. Ver 5.8.0, 1- Nov -2006 I_(c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 5. typical upper floor window header General Information Page 1 11 -21e green residence beams.ecw:Calculations Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 5.500 in 9.500 in Sawn 1.150 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary DL DL DL 128.00 #/ft #/ft #/ft LL LL LL 425.00 #/ft #/ft #/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 6.94 fb 368.66 psi fv Fb 1,006.25 psi Fv Depth = 9.5in, Ends are Pin -Pin 0.366 1 2.5 k -ft 6.9 k -ft at 3.000 ft at 0.000 ft 2.54 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Deflections 36.19 psi 195.50 psi Maximum Shear ` 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.9 k 10.2 k @ Left 1.69 k @ Right 1.69 k Camber: @ Left 0.000 in @ Center 0.012 in @ Right 0.000 in 0.42 k 0.42 k Max 1.69 k Max 1.69 k Center Span... Deflection ...Location ... Length /Defl Camber ( using 1.5 * D. © Center @ Left @ Right Dead Load -0.008 in 3.000 ft 9,023.4 L.Defl)... 0.012 in 0.000 in 0.000 in Total Load -0.032 in 3.000 ft 2,233.38 V Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load 0.000 in 0.0 0.000 in Total Load 0.000 in 0.0 0.000 in 0.0 0.0 1 ROOF FRAMIN6 NOTES: ' " WADERS TO BE 4,3 DP •2 *LESS OINIERESE onER nzissEs • NULL CARRY MANFACEIRERS STAMP. • MALL I.L4VE DESIGN DETAILS AND SPEC- IFICATICNS CPI SEE FCR FRAME INSPECTICN • SHALL BE INSTALLED AiiD BRACED PER MANFACTURERS SPEC3FICATIONS. 3. NO MISS &LULL EE RELD-MODFIED =CUT L11 • 1.9,4. re.r-re, / ts Cir AO e-e.F5 (5) DF)F7f2= Flzt%1=-. 1-k,1 3 A iv Eimmis_o_Noime, ft, I. ALL PILTIPLE JOISTS CR mos MGT BE BON GUZD AND NAILED. 7 , t9 (t) ..... e■ 1 s 6 61.*C-. If-- 2X It I at, . 2x12. c 14.1.c. )4 tr •-..- .• A. 2 ; i 1.2ym • ../- 4 PA, Pi-1 -ivr." i 1 1 —r- I DF)F7f2= Flzt%1=-. 1-k,1 3 A iv Eimmis_o_Noime, ft, I. ALL PILTIPLE JOISTS CR mos MGT BE BON GUZD AND NAILED. 7 User: KW- 0605873, Ver 5.8.0. 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Description 6. floor beam General Information Job # Date: 4:02PM, 15 MAY 11 Page 1 11 -21e green residence beams.ecw:Calculations Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 3.500 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 14.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary 1 DL DL DL 48.00 #/ft #/ft #/ft LL LL LL 160.00 #/ft #/ft #/ft Span= 14.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.872 : 1 Maximum Moment 5.3 k -ft Allowable 6.1 k -ft Max. Positive Moment 5.31 k -ft at Max. Negative Moment 0.00 k -ft at Max @ Left Support Max @ Right Support Max. M allow fb 863.69 psi Fb 990.00 psi [ Deflections 0.00 k -ft 0.00 k -ft 6.09 fv Fv 50.43 psi 180.00 psi Maximum Shear * 1.5 Allowable Shear: 7.000 ft 0.000 ft Reactions... Left DL Right DL Beam Design OK 2.0 k 7.1 k @ Left 1.52 k @ Right 1.52 k Camber: @ Left 0.000 in @ Center 0.111 in @ Right 0.000 in 0.40 k Max 1.52 k 0.40 k Max 1.52 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.074 in 7.000 ft 2,270.3 L. Defl) ... 0.111 in 0.000 in 0.000 in Total Load - 0.282. in 7.000 ft 595.47 10 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 i Rev: 580004 User: KW- 0605873. Ver 5.8.0. 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 7. typical main floor window header General Information Page • 1 11 -21e green residence beams.ecw:Calculations Section Name 6x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 5.500 in 9.500 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv AIIow 170.0 psi Fc AIIow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary 1 DL DL DL 221.00 #/ft #/ft #/ft LL LL LL 395.00 #/ft #/ft #/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 6.03 fb 409.78 psi fv Fb 875.00 psi Fv Depth = 9.5in, Ends are Pin -Pin 0.468 : 1 2.8 k -ft 6.0 k -ft at 3.000 ft at 0.000 ft 2.83 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Deflections 40.23 psi 170.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.1 k 8.9 k @ Left 1.88 k @ Right 1.88 k Camber: @ Left 0.000 in @ Center 0.020 in @ Right 0.000 in 0.70 k 0.70 k Max 1.88 k Max 1.88 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.013 in 3.000 ft 5,418.5 * D.L. Defl) ... 0.020 in 0.000 in 0.000 in Total Load -0.036 in 3.000 ft 2,009.26 rr Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Rev: 580004 User: KW- 0605873. Ver 5.8.0. 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 8.0 interior brearing wall header General Information Page 1 11 -21e green residence beams.ecw:Calculations Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500pcf Full Length Uniform Loads Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever .ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary 1 DL DL DL 180.00 #/ft #/ft #/ft LL LL LL 600.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 3.000 ft Max. Negative Moment 6.000 ft Max @ Left Support Max @ Right Support Max. M allow fb 851.80 psi 81.42 psi Fb 1,080.00 psi 180.00 psi 0.789 : 1 3.5 k -ft 4.5 k -ft 3.54 k -ft at. 0.00 k -ft at 0.00 k -ft 0.00 k -ft 4.49 fv Fv Deflections Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.6 k 5.8 k @ Left 2.36 k @ Right 2.36 k Camber: @ Left 0.000 in @ Center 0.022 in @ Right 0.000 in 0.56 k • Max 2.36 k 0.56 k Max 2.36 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right • Dead Load -0.015 in 3.000 ft 4,868.9 L. Defl) ... 0.022 in 0.000 in 0.000 in Total Load -0.062 in 3.000 ft 1,158.36 Iz Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580004 User: KW -0605873. Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 9. typical upper floor window header General Information Page 1 11 -21e green residence beams.ecw:Calculations Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 380.00 #/ft #/ft #/ft LL LL LL 600.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.989: 1 Maximum Moment 4.4 k -ft Maximum Shear * 1.5 Allowable 4.5 k -ft Allowable Max. Positive Moment 4.44 k -ft at 3.000'ft Shear: Max. Negative Moment 0.00 k -ft at 6.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 4.49 fb 1,068.18 psi fv 102.10 psi 1.16 k Fb 1,080.00 psi Fv 180.00 psi 1.16 k Reactions... Left DL Right DL Beam Design OK 3.3 k 5.8 k @ Left 2.96 k @ Right 2.96 k Camber: @ Left 0.000 in @ Center 0.046 in @ Right 0.000 in Deflections Max 2.96 k Max 2.96 k Center Span... Dead Load Deflection -0.031 in ...Location 3.000 ft ...Length /Deft 2,354.7 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.046 in @ Left 0.000 in @ Right 0.000 in Total Load -0.078 in 3.000 ft 923.71 13 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: 580004 - - User: KW- 0605873. Ver 5.8.0. 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Description 144. deck joists General Information Job # Date: 4:02PM, 15 MAY 11 Page 1 11 -21e green residence beams.ecw:Calculations Section Name 2x10 Beam Width 1.500 in Beam Depth 9.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 32.500 pcf Full Length Uniform Loads Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 8.00 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary DL DL DL 16.00 #/ft #/ft #/ft LL LL LL 53.00 #/ft #/ft #/ft Span= 8.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 323.72 psi fv Fb 935.00 psi Fv Depth = 9.25in, Ends are Pin -Pin 0.346 : 1 0.6 k -ft 1.7 k -ft at 4.000 ft at 0.000 ft 0.58 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.67 Deflections 25.20 psi 150.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.3 k 2.1 k @ Left 0.29 k @ Right 0.29 k Camber: @ Left 0.000 in @ Center 0.021 in @ Right 0.000 in 0.08 k 0.08 k Max 0.29 k Max 0.29 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.014 in 4.000 ft 7,002.8 * D.L. Defl) ... 0.021 in 0.000 in 0.000 in Total Load Left Cantilever... Dead Load Total Load -0.052 in Deflection 0.000 in 0.000 in 4.000 ft ...Length /Defl 0.0 0.0 1,857.35 Right Cantilever... Deflection ...Length /Defl 0.000 in 0.000 in 0.0 0.0 Rev: 580004 I User: KW- 0605873. Ver 5.8.0. 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 11. deck beam General Information Page 1 11-21e green residence beams.ecw: Calculations Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads 5.500 in 11.500 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 15.00ft Lu ft Lu ft Lu 675.0 psi 140.0 psi 405.0 psi 1,100.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary 1 DL DL DL 48.00 #/ft #/ft #/ft LL LL LL 160.00 #/ft #/ft #/ft Span= 15.00ft, 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 618.81 psi Fb 675.00 psi Deflections Depth = 11.5in, Ends are Pin -Pin 0.917 : 1 6.3 k -ft 6.8 k -ft 6.25 k -ft . at 7.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 6.82 Reactions... fv 34.79 psi Left DL Fv 140.00 psi Right DL Maximum Shear * 1.5 Allowable Shear: Beam Design OK 2.2 k 8.9 k @ Left 1.67 k @ Right 1.67 k Camber: @ Left 0.000 in @ Center 0.139 in @ Right 0.000 in 0.47 k 0.47 k Max 1.67 k Max 1.67 k Center Span... Dead Load Deflection -0.093 in ...Location 7.500 ft ...Length /Defl 1,945.8 Camber ( using 1.5 D.L. Defl) ... @ Center 0.139 in @ Left 0.000 in @ Right 0.000 in 1 Total Load -0.330 in 7.500 ft 545.15 15 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 580004 1 User: KW-0605873. Ver 5.8.0. 1- Nov -2006 i_.(01683-2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Job # Date: 4:02PM, 15 MAY 11 Description 12. floor joist typical i General Information Page 1 11-21e green residence beams.ecw: Calculations Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density ;_Full Length Uniform Loads 1.500 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 16.00 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Repetitive Member Center Left Cantilever Right Cantilever Summary 1 DL DL DL 16.00 #/ft #/ft #/ft LL LL LL 53.00 #/ft #/ft #/ft Span= 16.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 2.33 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 2.58 fb 883.63 psi fv 45.98 psi Fb 977.50 psi Fv 150.00 psi Depth = 11.251n, Ends are Pin -Pin 0.904: 1 2.3 k -ft 2.6 k -ft at 8.000 ft at 0.000 ft Deflections Maximum Shear • 1.5 Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right Reactions... Left DL Right DL 0.16 k 0.16 k Max Max Beam Design OK 0.8 k 2.5 k 0.58 k 0.58 k 0.000 in 0.189 in 0.000 in . 0.58 k 0.58 k Center Span... Dead Load Deflection -0.126 in ...Location 8.000 ft ...Length /Defl 1,520.9 Camber ( using 1.5 • D.L. Defl ) ... @ Center 0.189 in @ Left 0.000 in @ Right 0.000 in Total Load -0.464 in 8.000 ft 413.79 16 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 Gn Iz or 4AI0 0 Al2 C IGIIe 0 0 FRAMING NOTES: L ALL PTLTIFLE JOISTS OR BEAMS HST BE 80111 GLNED AND NAILED. 2 ALL READERS TO BE 4x10 DFL Z N!LESS NOTED 01ti&?apSE 3. SOLO BLOCK BEPEAT4 ALL PONT LOADS FROM ABM!. 4. SOLID BLOCK OR BRIDGE AT MIDSPAN OF ALL FLOOR JOU5T5 GAIN SPANS GREATER TWIN Ito' -01. 9. FLOOR J019T6 STOLID BE S6'PCRTED LATERALLY AT EAC4 AND AT EACH SUPPORT BY SOLID BLOCKING OR BY MIORER APPROVED PET4CD 6. Q PONT LOAD FRGFI ABOVE. %A IIi' I2li 7 Goua r v (3) 41 try Ind 1i I H E ',.. . MR MINI 1, II 104 Ito 18 -10 1 II° a ° o 1-1 Dcr. KeD • :6,I 7101. 011 211•p FOUNDATION NOTES: t AL. FOOTWAS TO BEAR al FR'I tWISTURSED SOL 2 ALL GOOD N COMACT SUTN CONCRETE TO BE PF7E561JRE TREATED. !. ALL BEAMS TO BE 4401ft EN 4x4 Pan (4x6 AT SPLICES) Q1241 DIA x 6' COOL. PADS 112249 NOTED OTTER LSE 4. AU. POSTS TO BE ANCNOPPD AGAPLST LATERAL MOVEI•ENT. B. SCUD BLOCK AT ALL FONT LOAD6 TRat ABOVE. r. d- N 6. 60Lb BLOCK OR BRIDGE AT 11D-SPAN OF ALL FLOORJOISTS CM SPANS GREATER TIWW LOCO'. 1. FLOOR JOISTS SOLD BE SUPPORTED LATERALLY AT EAGI ETo AND AT EAGI SPIRT, BY SOLID BLOC7@Y OR BY ANOTHER APP OAFD METNCO. 6. FROVIDE AC PR1tui IB'•24' CRS& S PROYIDE CRAWL SPACE t431TILATION PER IFE. m:: seen Grou Gorr 4- tar hum boor I.Ca roust Wear 2. tt to be meal .hen anal S tool w: 1 I Rev: 580004 User: KW-0605873. Ver 5.8.0, 1- Nov -2006 �i (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:02PM, 15 MAY 11 General Timber Beam Description 13. crawl space floor beam General Information Page 1 11 -21e green residence beams.ecw:Calculations Section, Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 4.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Summary 1 DL DL DL 440.00 #/ft #/ft #/ft LL LL LL 1,200.00 #/ft #/ft #/ft Span= 4.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,002.51 psi Fb 1,080.00 psi Deflections = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.928 ; 1 4.2 k -ft 4.5 k -ft 4.17 k -ft at 2.250 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 4.49 fv Fv 114.03 psi 180.00 psi Maximum Shear ` 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 3.7 k 5.8 k @ Left 3.71 k @ Right 3.71 k Camber: @ Left 0.000 in @ Center 0.017 in @ Right 0.000 in 1.01 k 1.01 k Max 3.71 k Max 3.71 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * @ Center @ Left @ Right Dead Load -0.011 in 2.250 ft 4,832.8 D.L. Defl) ... 0.017 in 0.000 in 0.000 in Total Load -0.041 in 2.250 ft 1,312.29 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 1 Rev 580004 User: KW- 0605873, Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : General Timber Beam Description 14. floor joist typical General Information Job # Date: 4:02PM, 15 MAY 11 Page 1 11 -21e green residence beams.ecw:Calculations Section Name 2x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever 1.500 in 11.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 16.00 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Repetitive Member Summary 1 DL DL DL 16.00 #/ft #/ft #/ft LL LL LL 53.00 #/ft #/ft #/ft Span= 16.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 883.63 psi Fb 977.50 psi Deflections Depth = 11.25in, Ends are Pin -Pin 0.904 : 1 2.3 k -ft 2.6 k -ft at 8.000 ft at 0.000 ft 2.33 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.58 fv 45.98 psi Fv 150.00 psi Maximum Shear * 1.5 Allowable Shear:' Reactions... Left DL Right DL Beam Design OK 0.8 k 2.5 k @ Left 0.58 k @ Right 0.58 k Camber: @ Left 0.000 in @ Center 0.189 in @ Right 0.000 in 0.16 k 0.16 k Max 0.58 k Max 0.58 k Center Span... Dead Load Deflection -0.126 in ...Location 8.000 ft ...Length /Defl 1,520.9 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.189 in @ Left 0.000 in @ Right 0.000 in Total Load -0.464 in 8.000 ft 413.79 l9 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Dead Load 0.000 in 0.0 0.000 in Total Load 0.000 in 0.0 0.000 in 0.0 0.0 Design by : B.T. 5/15/2011 2:54 PM PROJECT : Green Residence 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 Ioads.(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 Ig := 1.0 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) R := 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Ss := 1.59. Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period S1 := 0.552 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Fa := 1.00 Site Coefficient based on Site Class & Ss (ASCE 7 -05 Table 11.4 -1) F, := 1.5 Site Coefficient based on Site Class & S1 (ASCE 7 -05 Table 11.4 -2) W,w,t 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 Smi := S1'Fv Smi = 0.83 • ASCE 7 -05 Eq. 11.4 -3 S 2 DS �= 3 'Sms SDS = 1.06 ASCE 7 -05 Eq. 11.4 -4 S D1 2 �= 3'Sml SDI = 0.55 *World of Designs & Engineers* 20 11 -21E Green (Gerry Slick) Lateral.mcd Design by : B.T. ' 5/15/2011 2:54 PM PROJECT : Green Residence 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: ROOF PLAN AREA EACH LEVEL: 1. R1 := 1024ft 2 •S Al 900ft`. (Upper Roof Area) (Upper Floor area) R2 := 672ft2•S (Lower Roof Area) Weight of Structure at Each Level: Story Weight at Upper•ievel w2 := 15 psf(R1) + 10 psf.•8 ft (P1). Story Weight at Main level: S =1.08 PLAN PERIMETER FOR EACH LEVEL: Pi 2(30ft); +`2(30ft) (Upper Floor) P2 2(30ft) + 2(50ft)' (Main Floor) (weight of roof, and wall) w1 := .15•psf•(R2) + <12 psf.(A1) + ;10 psft (9'.ft P2)! (weight of lower roof, floor, & wall) Shear at each Level: F:= 1.1 V2E VIE :_ [F.SDS.(w1)] (F. SDS.w2) F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building V2E = 4707.05 lb Story Shear ats pperFloor VIE = 6479.37 lb Story . Shear at Main- Floor, *World of Designs & Engineers* 2 t 11 -21E Green (Gerry Slick) Lateral.mcd Design by : B.T. ' 5/15/2011 ' 2:54 PM PROJECT : Green Residence 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 := 22-ft qh = 0.00256KZKeKdv21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GCpf = External Pressure Coefficients per Figure 6 -10 GCpi = Internal Pressure Coefficients per Figure 6 -5 K15 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6 -3) K20 := 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6 -3) K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft <z < 25ft (Table 6 -3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6 -3) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6 -3) Kd := 0.85 Wind Directionality Factor (Table 6-4). v := 85 Wind Speed per Hours (Figure 6 -1). I := 1.0 Important Factor (Table 6 -1). *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd ZZ Design by : B.T. 5/15/2011 2:54 PM PROJECT : Green Residence Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Velocity Pressure (q) Evaluated at Height z (Equation 6 -15) Q15:= 0.002564(15.Kd.v2•I q20 0.00256•K20•Kd•v2 -I q25:= 0.00256.K25•Kd•v2 -I q30 0.00256•K30•Kd•v2•I q40 0.00256•K40•Kd•v2•I Internal Pressure Coefficients (Figure 6 -5) GCpi := .18 +/- 915 = 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) GC fl :_ .56 GCp :_ .21 GCp0 := —.43 GCpf4 := —.37 GCpfl E .69 GCpf2E := .27 GCpf3E := —.53 GCpf4E —.48 *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd Design by : B.T. ' 5/15/2011 - 2:54 PM PROJECT : Green Residence Achor, Inc. `World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 P15.1 g15-(GCpfl)•psf P15.2 = g15'(GCpf2)'Psf P15.3 gl5'(GCpn)•psf P15.4 q 15 *(GCpf4).psf P20.1 g20.(GCpn)•psf P20.2 g20-(GCpf2)•psf P20.3 g20'(GCpf3)•psf P20.4 g20'(GCpf4).psf P25.1 g25.(GCpfl)'Psf P25.2 g25.(GCpf2).psf P25.3 g25'(Gcf3)•psf P25.4 g25.(GCpf4)'Psf P30.1 g30'(GCpfl).psf P30.2 g30.(GCpf2)•psf P30.3 g30.(GCpf3)•psf P30.4 g30'(GCpf4).psf P40.1 g40.(GCpf4)•psf P40.2 g40•(GCpf2)•psf P40.3 g40.(GCp f3)•psf P40.4 g40'(GCpf4).psf P15.1 = 6.161bft2 P15.2= 2.311bft2 P15.3=- 4.731bft2 P15.4=- 4.071bft2 P20.1 = 6.161b ft 2 P20.2= 2.311bft2 P20.3 = -4.731 b ft-2 P20.4=- 4.07Ibft2 P25.1 = 6.161b 11-2 P25.2= 2.311bft2 P25.3 = -4.73 lb ft -2 P25.4 = -4.07 Ib ft -2 P30.1 = 6.1611311-2 P30.2= 2.311bft2 P30.3 = -4.73 1bft 2 P30.4 = -4.07 Ib ft-2 P40.1 = 6.69 lb ft -2 P40.2= 2.511bft2 P40.3 = -5.141H1-2 P40.4 = -4.42 Ib ft -2 P15.1E g15.(GCpf1E)•psf P15.2E g15.(GCpf2E)'Psf P15.3E g15.(GCpf3E).psf P15.4E gl5.(GCpf4E)•Psf P20.1E gar (GCpflE).psf P20.2E g20.(GCpf2E)•psf P20.3E gar (GCpf3E).psf P20.4E g20'(GCpf4E)•Psf P25.1E g25.(GCpflE)'psf P25.2E g25.(GCpf2E)•psf P25.3E g25.(GC03E)•Psf P25.4E g25.(GCpf4E)•psf P30.1E g30'(GCpflE)'Psf P30.2E g30.(GCpf2E)•Psf P30.3E g30.(GC03E).psf P30.4E c130'(GCpf44Psf P40.1E g40'(GCpnE)•psf P40.2E g40.(GCpf2E)'psf P40.3E g40.(GCpf3E).psf P40.4E 940'(GCpf4E)'psf P15.1E= 7.59lbft2 P15.2E= 2.971bft2 P15.3E= -5.83lbft2 P15.4E=- 5.281bft2 P20.1E= 7.591bft2 P20.2E= 2.97Ibft2 P20.3E = -5.83 lb ft -2 P20.4E = -5.28 lb ft -2 P25.1E= 7.591bft2 P25.2E = 2.971b ft-2 P25.3E _ -5.831bft 2 P25.4E = -5.28 Ib ft -2 P30.1E= 7.591bft2 P30.2E = 2.97 Ib ft-2 P30.3E = -5.83 Ib ft -2 P30.4E = -5.281bft 2 P40.1E= 8.241bft2 P40.2E= 3.231bft2 P40.3E = -6.33 Ibft 2 P40.4E = -5.74 lb ft -2 *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd 2 x !ill e�¢= s �' J .111! $B_. "B' ;1E' 1 °I lit!' `� jefts = s E' °4 a Mil E �� 3 !If f9g ,,a !t131a :EPA 1" 9/1 -9 0 4.9roo-vr Got P rect9rilibi co + If pi.- µT4210 7-6 QL igt 4 H rX a t� a AVI �B 1g•i.I6 '1 F 4 H rX a t� a AVI �B 1g•i.I6 17- 4 1 Z - Design by : B.T. 5/15/2011 2:54 PM PROJECT : Green Residence Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WIND AT UPPER LEVEL (front to back) WI :_ (P20.1 - P20.4)•3ft + (P20.2 - P20.3)'2ft + (P25.2 - P25.3)•5ft + (P30.2 - P30.3)' 1.25ft END ZONE WIND AT UPPER LEVEL (front to back) WIE:= (P20.1E - P20.443 ft + (P20.2E - P20.342 ft + (P25.2E - P25.345 ft + (P30.2E - P30.3E)'1.25ft WIND AT MAIN LEVEL (ALL SIDES) W2 := (P15.1 - P15.4)' 1 Oft END ZONE WIND AT MAIN LEVEL - - - - -- -(ALL SIDES) W2E := (P15.1 E - P15.4E)' l Oft WIND AT UPPER LEVEL (side to side) W3 := (P20.1 - P20.4'5 ft + (P25.1 - P25.4)'3 ft END ZONE WIND AT UPPER LEVEL (side to side) W3E := (P20.1 E - P20.445 ft + (P25.1 E - P25.443 ft WIND AT MAIN LEVEL (GARAGE SIDE WALL) W4 :_ (P15.1 - P15.4)'9 ft END ZONE WIND AT MAIN LEVEL- (GARAGE SIDE WALL) W4E (P15.1E - P15.449ft But not less than 10 psf•over the projected :vertical plane.. W1 := 10•psf•11.5•ft W1 - 11Slbft 1- W2:= 102.35lbft71 81:88'lb ft W4= 92.11 lbft7 WIE:= 10•psf•11.5•ft V1!2E .128.7,61b ft. = 115.881bft =.11-5,1b ft -1 *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd r is • 3&u (of N GUGRO RAIL Ws qL 411 z.:9 - 17 J 4jp'_otl Prrel", r P A 50 GENERAL NOTES: 1. AU. WORK TO BE IN CONFORMANCE NE1H 2009 1NC 2. VENT All E»IAUST FANS DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER F EITER PRESSURE RELIES VALVES TO OUTSIDE. A PROVIDE FIRE BLOCKING AT All PLUMBING AND MECHANICAL PENETRADO S. AI I CtlAut0 IIIiI IC TI DC uturre ovv, - Design by : B.T. ' 5/15/2011 • 2:54 PM PROJECT : Green Residence 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: 115lbft 1' Distance between shear wall: Shear wall panels: Laa := (20)ft Percent full height sheathing: Wind Force: vaa WIE =1151bft Li'. 30.ft Laa = 20 ft 10.ft Max Opening Height ;= Oft-Oin, .Therefore Co = 1.00 o:: 100 % = 100 10.ft per IBC Table 2305.3.8.2 Step 2. Seismic analysis on wall vaa = 86.25 lb ft vaa = 86.25 lb ft 1 Co Wind Toads per foot Seismic Weight per level: Seismic Force: V26 = 4707.05`Ib -. 0.7p V2E ",:t ,. it Assumed Eaa = 82.371b11-1 Step 3. Checking Overturning Moment & Holdown on Wall Eaa Co Bldg Width in direction of Load: Lt 30;ft = 82.37Ib ft 1 Seismic Toads per foot Overturning Moment on Wall: Laa := 20.ft OTM := vaa•Laa•Pt Dead Load Resisting Overturning: WR := 0.6(15•psf)•2• ft. Laa + 0 6 (10 ::psf); Pt La L as DLRM := WR. DLRM = 13200 lb ft 2 Holdown Force & Net Uplift: HDFaa := OTM - DLRM Plate Height: Pt:` 8 :0.ft• q, OTM = 138001b ft Co-Laa Step 4. Shear Wall Summary: HDFaa = 30 lb 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 = 162.261b Z'N Bp _ vaa Bp = 1.88 ft Per Nail Wind Force: Seismic Force: vaa ft — = 86.251b 1 Co Eaa — = 82.371bft P1-6: 7/16" Sheathing w /•8d. nails? @:6" 0.0 Wind Capacity = 339 plf Seismic Capacity = 242 pif ;<. B.P. Nailing Spacing Bp = 1.88 ft ;16d,@ 1.6", O.C. Holdown Force: HDFaa = 301b Holdown Types: NoHold■wn *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd Design by : B.T. • 5/15/2011 2:54 PM PROJECT : Green Residence 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 =- 1151bft Distance between shear wall: L1., : =:30.ft Shear wall panels: Lbb := (8 1 0)ft - Lbb = 28 ft =1151bft:1'. Percent full hei ht sheathing: o (10.ft % Max Qpening+Height-= Oft-Oin, :Therefore Cam: =1.00 9 g: 4: 100 /o = 100 10•ft) Per :IBCTable 2305:3.8.2 W1 +WIE,;LI 2 2,. Wind Force: vbb := vbb = 61.61 lbft 1 vbb = 61.61 lbft 1 Co Step 2. Seismic analysis on wall Wind Toads per foot Seismic Weight per level: U2E= ,4707:0516 Assumed p := 1:0 Bldg Width in direction of Load: ... Lt 30`.ft V2E` L1 0.7p•, ==: -:: Seismic Force: Ebb Lbb Step 3. Checking Overturning Moment & Holdown on Wall Ebb = 58.841b ft 1 Ebb = 58.841b ft 1 Co Seismic Toads per foot Overturning Moment on Wall: Plate Height: •Pt :'= 8.0•ft. Lbb := 8.ft OTM := vbb•Lbb•Pt OTM = 3942.861bft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•Lbb + 0.6•(10•psf)•PtLbb; DLRM := WR Lbb 2 Holdown Force & Net Uplift: HDFbb := OTM - DLRM Co. Lbb Step 4. Shear Wall Summary: DLRM= 21121bft HDFbb = 228.86 Ib Base Plate Nail Spacing (2003 NDS Tablet l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.6 Z'N := ZN•CD Z' B : =b Bp= 3.17ft Bp vbb Z'N = 195.21b Per Nail Wind Force: Seismic Force: B.P. Nailing Spacing Holdown Force: vbb = 61.611b ft 1 Ebb = 58.841b ft -1 Bp = 3.17 ft HDFbb = 228.86 lb Co Co P1 -6: 7/16" Sheathing w/ 8d nails .. il Wind Capacity = 339 plf.. Seismic Capacity = 242 plf 16d4 1:6" o:c. Holdown Tvpes: No;Holdown *World of Designs & Engineers* 7Z 11-21E Green (Gerry Slick) Lateral.mcd r Design by : B.T. • 5/15/2011 2:54 PM PROJECT : Green Residence 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 = 81.881b ft ';. W3E,= 103:01 lb ft 1 Distance between shear wall: L1`:=:'30.ft' Shear wall panels: Lcc (5:5 " +i'19)ft Lcc = 24.5 ft Percent full height sheathing ... Max O enin Height Oft-Oin Therefore ;C0 1:00 10 ft % 100= % = 100 p 9 g ), per IBC Table 2305.3.8.2 Wind Force: vcc (W3 W3E) 1.1'' Lcc Step 2. Seismic analysis on wall vcc = 56.6 lb 1 vcc ft = 56.61b ft Co Wind Toads per foot Seismic Weight per level: Seismic Force: E,, V2E = 4707:05 Ib V2E',Ll' 0.7 P. . Lt 2 cc Assumed p 1.0, Bldg Width in direction of Load Lt = 30ft Ecc = 67.241b ft -1 Step 3. Checking Overturning Moment & Holdown on Wall Ecc Co = 67.24Ib ft 1 Seismic Toads per foot Overturning Moment on Wall: Lcc := 5.5.ft OTM := Ecc.Lcc'Pt Dead Load Resisting Overturning: WR := 0.6(15•psf)• 16•ft•Lcc:.+ 0 6.(10 psf)•Pt L DLRM := WR• L2c DLRM = 29041b ft Holdown Force & Net Uplift: HDFcc := OTM — DLRM Plate Height: Pt: = 8.4t OTM = 2958.721b ft Co. Lcc Step 4. Shear Wall Summary: HDFcc = 9.95 Ib c! Base Plate Nail Spacing (2003 NDS Table11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := Z■•CD Z'N Etc Bp := Bp = 2.41 ft Z'N = 162.261b Per Nail Wind Force: Seismic Force: vcc = 56.61b ft 1 Ecc = 67.241b ft 1 Co Co P1 -6: 7/16" Sheathing w/ 8d. nails `a@,6" Wind Capacity = 339 plf Seismic Capacity= 242 plf B.P. Nailing Spacing Holdown Force: Bp = 2.41 ft HDFcc = 9.95 Ib 16d @.16-'0.c. Holdown Types: No Holdown *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd c Design by : B.T. 5/15/2011 2:54 PM PROJECT : Green Residence 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 Toads per foot: W3 = 81.88Ib ft W3E = 103:01 lb ft Distance between shear wall: L1 = 30ft Shear wall panels: Ldd :_ :(8)fi. Ldd = 8 ft Percent full height sheathing % C !2_� 100 % = 100 ` -10•R) (W3: Wind Force: vdd : Ldd Step 2. Seismic analysis on wall Max Opening. Height =- Oft-Oin Therefore C0:7 .1.00 per IBC Table 2305.3.8.2 vdd = 173.331b ft I vdd - — =173.33IbftI co Wind loads per foot Seismic Weight per level: VZE = 4707.05 lb Assumed V2E.,.Li Seismic Force: Edd 2. dd•- Laa;; Edd = 205.931bft1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Edd = 205.931b ft I — co 0•ft Seismic loads per foot Overturning Moment on Wall: Ldd := 8•ft OTM := Edd'Ldd•Pt Dead Load Resisting Overturning: WR := 0.6(15•psf)• 16•ft Ldd ± 0 6(IO psf)•Pt Ldd' Plate Height: Pt := 8.aft, OTM = 13179.75 lb ft DLRM := W Ldd R 2 DLRM = 61441b ft Holdown Force & Net Uplift: HDFdd := OTM - DLRM Co. Ldd Step 4. Shear Wall Summary: HDFdd = 879.47 lb 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 B P .= Bp =0.79ft Edd Z'N = 162.26 lb Per Nail Wind Force: vdd = 173.331bft Co Seismic Force: Edd — = 205.93 lb -1 ft Co P1 -6: 7/16" Sheathing w /'8d- nails '@ 6 ":O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif B.P. Nailing Spacing Holdown Force: Bp = 0.79 ft HDFdd = 879.47 lb 16d @ 161'; oc Holdown Types: Simpson MSTC28, *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd G�ce7e raTi�o i0fl-"S Sf�'PJO • NO�s. BE IN CONFORMANCE ANCE W77N 2001 FiC. MUST FANS DRYER VENTS AND OUTSIDES. NEATER PRESSURE PoLEF VALVES ' BLOCKING AT ALL PLUMBING AND PENETRATIONS YNALES TO BE WATERPROOF TO ABOVE DRAIN. IE UMTIED 7O MA)IMw 2S F,P.LL FLOW. WITHIN 60' ABOVE DUN INLET 70 ASS MIEN 24• OF DOOR OR W)7HIN it TT TO BE SAFETY GLASS, 7O BE PER IRC SECTION MEN. 35 wit tr-Loaz 4,1?ek 1,e)0 �° � .4 sr• l ib ( GG. 24-c) SF Gc\JE2.00 pa-r 4) 240 -12>TTL enuazI� lC = 222 dt I To-,T�` L C11^�`zI NJ CI A. (j ��)C4 F'cx AKIN ° I I , . C2 L2 - 1 Design by : B.T. 5/15/2011 ' 2:54 PM PROJECT : Green Residence 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 = 102.35 lbft.1` W2E 128.761b -1 Distance between shear wall: Shear wall panels: La : =.:'(;18 +'21)ft;: 30.f. La = 39 ft Percent full height sheathing: .; _ ,10:ft 100 % = 100 10.ft Wind Force: va Step 2. Seismic analysis on wall Max Opening. Height= Oft-0in, ..Therefore C 1:00 per IBC Table 2305.3.8.2 va = 88.671b ft ft 1 va = 88.671b 1 Co Wind Toads per foot Seismic Weight per level: Seismic Force: V1E = 6479.3.,7 lb ,.: Assumed p ,1;0 Bldg Width in direction of Load: Lt =`.30•ft •Laa + 0 7p VIE L1 Lt 2 1 Ea Ea = 100.39 lb — = 100.391b ft 1 ft Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic Toads per foot Overturning Moment on Wall: La := 18•ft OTM := Ea•La Pt Dead Load Resisting Overturning: Plate Height: Pt := 9 :0.11 OTM = 16263.341bft WR : =. 0.6(15•psf)•2.ft La ± 06 (10.psf) -Pt:2 La +:.0 :6(12•psf) .8 ft I a La DLRM := WR.— 2 DLRM = 29743.2 lb ft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Holdown Force & Net Uplift: Base Plate Nail Spacing (2003 NDS Tabiel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb 'CD := 1.33 Z'N := ZN•CD Z' N Bp := Bp = 1.62 ft Ea Z'N = 162.261b Per Nail OTM — DLRM As := 830•Ib CD := 1.6 ZB := AS•CD ZB = 13281b HDFa := HDFa = — 748.8816 ZB.Co Co -La As := As = 13.23 ft Per Bolt Ea Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: va = 88 6716 8 1 Ea = 100.39 lb ft 1 Bp = 1.62 ft As = 13.23 ft HDFa = - 748.88 lb No Holdov✓n Co Co 16d @ 167.o.c 5 /8 "A.B: @'72" oc:' P1-6: 7/16" Sheathing:w /_8d nails "@ Wind Capacity = 339 plf Seismic Capacity = 242 plf . *World of Designs & Engineers* 11-21E Green (Gerry Slick) Lateral.mcd �6 'J Design by : B.T. • 5/15/2011 2:54 PM PROJECT : Green Residence 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 Toads per foot: W2 - :102.351b.R-1 ; Distance between shear wall: W2E`= 128:76 bft L1 : =. 30.f3 Shear wall panels: Lb := (4 +'41)ft Lb =45ft Percent full height sheathing: (�:o:ftl pp % = 100 vbb•Lbb.+ Wind Force: vb Step 2. Seismic analysis on wall MaxOpeniing Height= Oft -Oin,' Therefore Co := 1.00 per IBC Table 2305.3.8.2 vb = 76.851bft 1 vb 76.85 ib ft 1 — _ Co Wind loads per foot Seismic Weight per level: Seismic Force: =:6479.37,1b Assumed Ebb•Lbb 0 7p v —iE L1 Er; L Eb = 87.011b11-1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Eb = 87.011b ft 1 Co 30•ff Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.0.ft. Lb := 4•ft OTM := Eb.Lb.Pt OTM = 3132.21b ft Dead Load Resisting Overturning: WR := 0: 6(15.psf)•2•ft Lb, ±;;0 6 (10,,psf).P.t•2•Lb,o+ 0 6(112•psf) 7 ?ft. b: Lb DLRM := WR•- 2 Holdown Force & Net Uplift: OTM - DLRM HDFb :_ DLRM = 1411.21b ft Co. Lb Step 4. Shear Wall Summary: HDFb = 430.25 lb Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•1b CD := 1.6 Z'N := ZN•CD • Bp := EN Bp = 2.24 ft Eb 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•lb CD := 1.6 ZB := As•CD As := ZB CO As = 15.26 ft Eb ZB = 13281b Per Bolt Wind Force: vb — = 76.851b ft Co Seismic Force: Eb — = 87.011b -1 1 Co P1-6: 7/16 ".Sheathing w/ 8d nails . @'6`'; Wind Capacity = 339 plf Seismic Capacity = 242 plf B.P. Nailing Spacing Bp =2.24ft 1,6d @l6" o.c.. A.B. Spacing Holdown Force: As = 15.26 ft HDFb = 430.251b 5/8" A:B..@ 72" o:c Holdown Types: No Holdown. *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd 4 Design by : B.T. 5/15/2011 2:54 PM PROJECT : Green Residence 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 Toads per. foot: Distance between shear wall: 102351b ft 1. L1 Shear wall panels: Lc (6 + 4)ft' (30 :ft) :128:761bft 1 Lc =loft Percent full height sheathing: %. (10.ft),100 % = 100 Max :Opening :Height[ =:0ft -0in .'.Therefore Co 1.00 10 ft per IBC Table: 2305.3.8':2 W2 vcc. Lcc:+ Wind Force: vc:- 1 vc = 3121b ft 1 vc = 312 lb ft Co Lc Step 2. Seismic analysis on wall Wind loads per foot Seismic Weight per level: VIE := 6479.37113 Assumed 1.0 Lt r E Seismic Force: E� Ec = 300.81 lbft 1 0 = 300.81 lbft 1 Co Bldg Width in direction of Load: := 50.ft Step 3. Checking Overturning Moment & Holdown on Wall Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt 94ft Lc := 3.5•ft OTM := vc•Lc•Pt OTM = 9827.85lbft Dead Load Resisting Overturning: WR := 0.6(15•psf)•16.ft•L + 0 6.(.10-psf) P.t;2L+ - 0.6( °l2:psf)• 1:3•ft L F Lc DLRM := WR.— DLRM = 1600.83 lb ft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Holdown Force & Net Uplift: OTM - DLRM HDFc := HDFc = 2350.58 lb Co•Lc Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z' N Bp := Bp = 0.52 ft vc Z'N = 162.261b Per Nail Step 4. Shear Wall Summary: As := 830.1b CD := 1.6 ZB := As•CD As := ZB C0 As= 4.26 ft vc ZB = 13281b Per Bolt Wind Force: Seismic Force: vc _ 312 Ib ft Co Ec — = 300.81 lb ft 1 Co P1 -4: 7/16" Sheathing w/ 8d nails :@ 6" O Wind Capacity = 494 plf ... Seismic Capacity= 353 plf B.P. Nailing Spacing Bp =0.52ft 16d @ °6" o:c. A.B. Spacing As = 4.26 ft 5 /8 ";:A B;',@ 48 oc Holdown Force: HDFc = 2350.58 lb Holdown Types: Simpson' STHDI ORJ' *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd • P Design by : B.T. 5/15/2011 2:54 PM PROJECT : Green Residence 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 = 102.35113 W2E = 128.76lbft 1 ` Distance between shear wall: Shear wall panels: Ld : =(20)ft 30•ft L2:= 21.ft Ld = 20 ft Percent full height sheathing: %: ( 10.ft 100 oho = 100 10.ft vdd•Ldd +.(W4 LI +'L2" Wind Force: vd :- 2 vd = 199.831bft 1 Max, Opening ,,Height = Oft =Oin, Therefore, Co = 1.00 per. IBC Table 2305:3:8.2 Step 2. Seismic analysis on wall vd - = 199.831b ft Co Wind loads per foot Seismic Weight per level: Seismic Force: E E = 6479.37 Ib Assumed p := V1E L1+ L2 Edd.Ldd + ";0 7p - Lt 2 Ed = 198.03 lb ft 1 .0 Bldg Width in direction of Load: Lt ;= 50•ft Step 3. Checking Overturning Moment & Holdown on Wall Ed = 198.031bft 1 Co Seismic Toads per foot Overturning Moment on Wall: Plate Height: ,Pt = 9:0:ft Ld : 20-ft OTM := vd•Ld•Pt OTM = 35968.58 lb ft Dead Load Resisting Overturning: WR:= 0.6(15•psf)•16•ft •Ld;+ '0:6•(10•psfYPt•2 Ld; +<0.6(12.,psf)•3.5•ft Ld,: Ld DLRM := WR.- DLRM = 55440 lb ft Holdown Force & Net Uplift: OTM - DLRM Co' Ld Step 4. Shear Wall Summary: HDFd HDFd = - 973.57 lb 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' Bp := Z'N Bp = 0.81 ft vd 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-lb CD := 1.6 ZB := As•CD ZB = 13281b ZB•Co As := As = 6.65 ft Per Bolt vd Wind Force: Seismic Force: B.P. Nailing Spacing vd ,= 199.83Ibft1 Ed = 198.031bft 1 Bp =0.81 ft Co Co A.B. Spacing Holdown Force: As = 6.65 ft HDFd = -973.57 Ib 16d-@ 8"‘o. 5/8' A B. @,,72" O. P1-6: 7/16" Sheathing w/ 8d nails, @`6" :O.0 Wind Capacity = 339 plf Seismic Capacity = 242 plf.:; Holdown' Types: No Holdown *World of Designs & Engineers* 11 -21E Green (Gerry Slick) Lateral.mcd 3? • �r '' Design by : B.T. 5/15/2011 " 2:54 PM PROJECT : Green Residence 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: Distance between shear wall: 102 :351b fl :=-;21:41 Shear wall panels: Le. := (2.5 + 2 5)ft Le =5ft Percent full height sheathing %. (..L2_) 100. % = 100 10•ft (W4E)'':' Wind Force: ve Le Step 2. Seismic analysis on wall Max Opening Height- Oft -Oin :,Therefore. Co := 1,00 per IBC Table 2305.3.8.2 ve = 243.36 Ib 1 ft ve = 243.361b ft 1 — Co Wind Toads per foot Seismic Weight per level: Seismic Force: VIE ._. 6479.37 lb 0.7p V[ .I Lt- Step 3. Checking Overturning Moment Assumed & Holdown on Wall Ee = 190.491bft 1 Bldg Width in direction of Load: Lt :=. 50•ft Ee = 190.49 Ib ft 1 Co Seismic Toads per foot Overturning Moment on Wall: Le := 2.5•ft OTM := ve-L• Pt Dead Load Resisting Overturning: Plate Height: Pt := 9.0.f OTM = 5475.51 lb ft WR := 0.6(15•psf)•2•ft•Le + 0.6•( l0psf) Pt.Le L e DLRM := WR• 2 Holdown Force & Net Uplift: DLRM = 225 lb ft OTM - DLRM HDFe Co- Le Step 4. Shear Wall Summary: HDFe = 2100.21 lb Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.33 Z'N := ZN•CD Z'N = 162.261b Z' Bp N Bp = 0.67 ft Per Nail ve Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830-lb CD := 1.6 ZB := As•CD ZB = 13281b As := ZB C0 As = 5.46 ft Per Bolt ve Wind Force: Seismic Force: ve 243.361b1 = ft co Ee — = 190.491b ft 1 Co P1 -3: 7/16" Sheathing w/ 8d naiis:: @3" Wind Capacity= 638 plf Seismic Capacity = 456 plf B.P. Nailing Spacing A.B. Spacing Bp =0.67ft 16d @:6" o.c. As =5.46ft Holdown Force: HDFe = 2100.21 Ib (2).5/8 AB, per"panel., Holdown Types: Simpson .: STHD14' ...;: `World of Designs & Engineers* 40 11 -21E Green (Gerry Slick) Lateral.mcd CALL 48 HOURS BEFORE YOU- -0JG 1- 800- 424 - 5'555 JOSEPH ANGER, 21720000601 13049 56TH AV1. S. + vofp t 4 O O Oi`p4 0 &ee_ -eeee ( 1I ISBr ) I Inch - 20 It. THOMAS JONES 2172000050 LW 13039 5619 AVE S. TUKWILA. WA 98178 BETS( AND 60YD 6CKITRICK 10 2172000045 99 111031 56TH AVE. S. . 3 •TUKWAA, WA 98176 ►3021 200' HIGH IMPACT ZONE EAST t \ RIVERTON GARDEN .e' CHARLES BUTCHE- R ` G.L7008 LAMBERT ZL9e - 1302172000040 6 . S. PO 3 PO 8DXoo08s to I A, 9. . 1LIKWI16, WA 98176. r _ 1 SEATTLE, WA 981 f 1 . G� n e / / i5E�'rrtl.E -/ r- / 7 16M8ERT 720130035Q9 80X 88901 WA 98136 • JAMES DIVERS 2172000020 10 13009 5619 AVE. S. 1UKWiLA WA 98178 �FtARLES BRATCHER 10 00 yvp300321720005619AV5 L S n.': °TUKWILA• WA 981 074 g rq CONSTRUCTION NOTES . PROVIDE NEW 6' PVC SIDE r FROM 8' SEWER PPE TO THE ROW LADE PER DEVIL ^ NEW WEN SERVICE AND METER. CONNECT TO . EASING 8' WATER MAW. NOT USED. A H IN LINK F N' PROVIDE ASPHALT DRIVEWAY TO WIDTH SPECIFIED BY PAVE TO EDGE OF RIGHT OF WAY. MA1C11 DOSING GRADE NOT USED. RELOCATE MAO. 805 CHAIN UNK FEN K EXISING WATER MAN (ND /125) x `_ ..\ EAST , CHARLES BRATCHER . 21 720 ' f0 RIVERTON . 13030 5618 002 AVE. 90 S.. GARDEN rra CONTRACTOR SHALL AD.AIST EXI511110 VAMIOLES, CATCH BASINS WATER METERS. AID VALVE BOXES TO GRADE PROVOS H2O LOADING TRAFFIC BEARING LIDS ON ALL VALVE BOXES WHIN CONCRETE RAMS AND DRIVEWAYS. RELOCATE POWER POLE AND GUT WIRE. COORDINATE NTH UIRNTY PURVEYOR CAUTTOR P01ENTIAL U1BJTT CCNFUCIS. CONTRACTOR T0' VERIFY (POTHOLE) EXACT LOCATION AND DEPTH CF EXISTING UTILITY. SEE ORDER OF WLXR N CONTRACT SPECFICATNINS. .. DISCONNECT EXISIING SERVICE FROM CITY OF 1UK10LLA 2' WATER MAIN AND RECONNECT TO RCM N0. 1251 8' WATER MAN. . • REMOVE. CATCH BASIN, PLUG STORM DRAIN. DELICAISH EXISTING STORM DRAIN LOCATED MTHIN ROADWAY LUIS. ABANDON • DRAIN IN PLACE AT OTHER LACARCNS PAVE 15' DRIVEWAY AT EXISTING DRIVEWAY LOCATION. • PAVE ACCESS FOR A SMOOTH TRANSITION 10 EXISTING COORDINATE MTH 11011E OWNER FOR WORK 81HIN PROPERTY. ->•16 PROVIDE CONCRETE ENCASEMENT FOR SANITARY SEWER . -. • LATERAL PER DETAIL WARNING 16011 PRESSURE GAS LNE IN ¶1C8ATY. USE EX1RELIE CAUTION DURING. CONSTRUCTION. CONTRACTOR SHALL HAVE GAS COMPANY REPRESENTATIVE ON SITE AT ALL MMES N*N EXCAVATION 811188 10 . OF LOCATED HIGH PRESSURE BAS LINE. SCALE: 1 °= 20' HORZ. r= 4' VERT. 56TH AVENUE S. CONTRACTOR SHALL COORDINATE MTH WATER DISTRICT 1125 FOR THE INSTALLATION OF SERVICES TO THEM WATER UDR N 56111 AVE S 0 RELOCATE EXISTING WATER METER MOVE DOSING WATER SERVICE OUTSIDE OF GRIVEWAY OR ROADWAY REFER TO 8.58.O.T. STANDARD SPECIFICATION 7 -15 NOT USED. 18 REPLACE EX61MG 24' 010 Id111 NEW 24' CFEP P300 IN 111E SAME VERTICAL AND HORIZONTAL LOCATION 0 RELOCATE OR REPLAC5 EXISTING FEATURES TO THE. RIGHT OF WAY (R.032 LINE ELEV = 14 A.D. = 1.96 K = 51.02 100.00' VC 24 HIG HIGH = 15.94 26 +61.07 6 +55 LOW PORN LOW POINT PVI 11 K 1, C 11•1111111•®- r ■® 75.00' ELEV 1' STA.= 27+ A = 27 +65 = 1 - 1.62. = 61.54 . 00' VC .1:15 T ELEV -•1 STA = 28+ A = 28 +65 _ -2.43 = 30.85 00' VC .4.49 LOW POI LOW POINT ELEV = 1 STA = 29+ 0 N V EV = 14.90 . =2.56 = 19.56_ 100' VC 15.05 - 12' (NE, 18 PROVIDE SU FENCE 0 SAWCUT COSTING ASPHALT... ®COIUIECT EXISTING YARD DRAIN TO NEW STORM LAIN. • COORDINATE M111 PRIME/11Y OVER FOR COEANECION 0 REMOVE HEDGES AND TREES 12112N CITY RICER OF WAY 10-AS REQUIRED. COORDINATE MTH WY INSPECTOR . • NOT I15ED. .. .. EYT �����NEjr r _ Z W unrt. g4otIi f at.miit. rgiv..3 mfot.vny lido .tt_n x,? 1:4 F r,,.--,;fFRMWRIVELU`tie°A'6PdAMMIT 5; {1.'f?1:1kX1D:(tYf 1 "N XI5TING 8' RAT C8 MAIN RIM I.E.= 18 1F -12' 2 TI FIBER OP _ O.NOT. USED. '©4 mane e: CONCRETE BLOCILS AND 04AOL TO RERAN IN _. PLACE . r W1 T'J1111; 2A wI = 14.72 11.1 - 11.58 -6*( W Z RIM EL I.E.- 11. CURB M 14.70 5 12' (E) RIM EL = 15 I.E.= 12.11 - IF. 1 - I.E.= 11. LE.- 11. 981 LE= I.E.= 5 TYPE 1 -48 = 15.59 8.64 -8'IN 8.54 -8"OU CB I.E.= 11.58 -8'(N 9101 El_I =15 LE= 12.19 CEPTOR 4 EL = 15.01 EX LE.= 9.81 OU - H6 IM EL =15.00 E.= 10.01 - OUT ' do si • si N 24 +60 • 24 +80 25 +20 25 +60 •26 +00 26 +40 26 +80 27 +20 27 +60 28 +00 '28 +40 , 28 +80 29 +20 29 +60 29 +80 KEY MAP SCALE 1'- 5(10' CITY OF TUKWILA PUBLIC WORKS DEPT. -ENGINEERING-STREETS-WATER-SEWER-PARKS-BUILDING- 13021 ENGI N EERING- STREETS- WATER - SEWER- PARKS- BUILDING - by deelgned 068 drown . MC Brooked ,p prej eng Jc prof dlr held bk no e e..- �� ell ER-PAR cir TACOMA • 9EArrLe AmH°m WIDCT.- -.1Aipf nIAMWAeM W 1RINATAMN Alm a FOSTER POINT WATER, SEWER AND ROADWAY IMPROVEMENTS r5� EMT'S 8/21/07 56TH AVENUE S. PROFILE STA 24 +60 - 29 +80 scale AS SHOWN 'revisions date 02/0105 3/2/2015 City of Tukwila Department of Community Development CHARLES & MARGARET BRATCHER 13003 56 AV S TUKWILA, WA 98178 RE: Permit No. D10 -349 BRATCHER RESIDENCE 13027 56 AV S Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/12/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 438 -9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 4/12/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D10 -349 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 9/2/2014 City of Tukwila Jim Haggerton, Mayor Department of Community Development CHARLES & MARGARET BRATCHER 13003 56 AV S TUKWILA, WA 98178 RE: Permit No. D10 -349 BRATCHER RESIDENCE 13027 56 AV S Dear Permit Holder: Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/22/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 438 -9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 10/22/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, fer Marshall t Technician File o: D10 -349 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206 - 431 -3665 09 -03 -2013 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director CHARLES & MARGARET BRATCHER 13003 56 AV S TUKWILA WA 98178 RE: Permit No. D10 -349 BRATCHER RESIDENCE 13027 56 AV S TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/16/2013. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/16/2013, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D10 -349 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431 -3670 • Fav 206 - 431 -3665 • city of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 13, 2012 Charles & Margaret Bratcher 13003 56 Av S Tukwila, WA 98178 RE: Request for Extension Development Permit D10 -349, Extension #1 Electrical Permit No EL10 -1044, Extension #2 Dear Mr. & Mrs. Bratcher, This letter is in response to your written request for an extension to Permit Numbers D 10 -349 and EL10 -1044. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. The City of Tukwila Building Division will be extending both permits an additional 180 days. The updated expiration dates are as listed: D10-349: March 13, 2013 EL 10 -1044: February 12, 2013 Please remember that these expiration dates will automatically be extended when inspections are conducted on each of the permits. Each completed inspections (whether an approval or correction as long as it shows progress has been made) extends the corresponding permit's expiration date an additional 180 days. If you should have any questions, please contact our office at (206) 431 -3670. File: Permit No. D10 -349 & EL10 -1044 W:\Permit Center\Extension Letters \Permits\2010\D10 -349 Permit Extension.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • August 7, 2012 City of Tukwila Department of Community Development Re: Permit Number D10 -349 Bratcher Residence 13027 56th Ave S. Tukwila WA RECEIVED ^m' OP rtiKwu AUG 0 72012 PERMIT CENTER We are requesting an extention of this permit in writing . The extention is needed because we had a 90 day delay in construction due to rengineering change requrements. Thank You Charles Bratcher Margaret Bratcher 1(5)0041/V1 ne'°6(ti 0/20 1 64,f V1Hk2_ t)ti' 01°1113 08 -01 -2012 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director CHARLES & MARGARET BRATCHER 13003 56 AV S TUKWILA WA 98178 RE: Permit No. D10 -349 BRATCHER RESIDENCE 13027 56 AV S TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 09/08/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 09/08/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, File: Permit File No. D10 -349 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 May 17, 2011 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Charles E. Bratcher 13003 56 Ave S Tukwila, WA 98178 RE: Request for Application Extension Application Number D10 -349 Bratcher Residence —13027 56 Ave S Dear Mr. Bratcher, This letter is in response to your written request for extension to Permit Application Number D 10 -349. The Building Official has reviewed your letter and considered your circumstances. It has been determined that the City of Tukwila will extend the permit application expiration date an additional 90 days, through September 19, 2011 which is the maximum extension allowed by the International Residential Code. If at that date more time is needed, an additional extension can be granted in a 90 -day increment. Please note that once the application is issued, the permit will be valid for 180 days (six months). Each inspection that occurs during construction will automatically extend that expiration date an additional 180 days which can result the permit being valid for quite an extended period of time. If during construction there is a six -month lapse in inspections, a notice will be mailed to inform you to schedule an inspection or ask for an extension. This notice will be done as a courtesy so that you are aware of the progress your contractor is or is not making and ensure that you are not surprised by an unexpected expiration. If you should have any questions, please contact our office at (206) 431 -3670. W:U'ermit Center\Extension Letters\Applications\2010\D10 -349 Application Extension.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • nJ4-? 3 - ��F-- inth_349 / e (1-&.,AL_dAdag,<-, 195 ?bli O#01 05 -02 -2011 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director CHARLES & MARGARET BRATCHER 13003 56 AV S TUKWILA WA 98178 RE: Permit Application No. D10 -349 13027 56 AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 12/23/2010, has not been issued by the City of Tukwila Permit Center. Per the Intemational Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 06/21/2011. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or your request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, J \OA Jen fifer Pe i Tec arshall nician File: Permit File No. D10 -349 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 05 -02 -2011 • City of Tukwila Jim Haggerton, Mayor Department of Community Development JEFF GREEN 11925 288 ST E GRAHAM WA 98338 RE: Permit Application No. D10 -349 13027 56 AV S TUKW Dear Permit Applicant: Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 12/23/2010, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 06/21/2011. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D10 -349 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 May 2, 2011 To: City of Tukwila Department of Community Development RE: Permit D10 -349 Single Family Home Permit Process MTV OF MAY 022011 PERMIT CENTER This is to notify the City of Tukwila that as of the above date the contact for this permit application is to be Charles and Margaret Bratcher until further notice from us. kt,g, Charles E Bratcher 13003 56th Ave So TuKwila, WA 98178 (206) 295 1718 Margaret J Bratcher 13003 56th Ave So. Tukwila, WA 98178 (206) 412 0189 January 7, 2011 • City of Tukwila Jim Haggerton, Mayor it epartment of Community Development Jack Pace, Director Jeff Green 11925 228 St E Graham, WA 98338 RE: Correction Letter #1 Development Permit Application Number D10 -349 Bratcher Residence —13027 56 Av S Dear Mr. Green, 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 and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. 4 In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D10 -349 W:\Permit Center \Correction Letters\2010\D10 -349 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: January 5, 2011 Project Name: Bratcher Residence Permit #: D10 -349 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 additional plan details to identify a footing drain or a crawl space water discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. Show the discharge system and details on the site plan. 2. Show elevation benchmarks on the site plan to specify the finish floor height, finish grade elevations and height of the street. House finish floor and crawl space shall be placed at elevations to provide sufficient slope away from the residence toward the street or culvert to prevent the accumulation water at the residence. 3. The elevation plan (sheet 1) shows a brace panel next to the entry door. However on the floor plan a window is shown next to the entry door. A brace wall panel shall be permitted to begin no more than 8 feet from each end of the braced wall line. This wall is 9 feet. Therefore the brace wall panel as shown will not meet the prescriptive code unless a minimum 24 inch alternate brace wall panel or similar is provided at that location. Show an alternate brace panel or remove the window. Also a window within 24 inches of the swinging door shall have safety glazing. Provide all material and hardware specifications with a detail for braced wall panel. (2009 IRC R602.10.1.4.1) 4. In addition to item 3) the second floor exterior wall line by the bedroom adjacent to the stairway shall need a braced panel since it exceeds 25 feet between braced wall lines and 8 feet from the corner of the brace wall line. Show a braced wall panel at that location. Wall panel design load path shall transfer down to the foundation. Please note: some of the information above is indicated in the plan construction notes, however this shall also be specified and shown on the floor plan as well. Provide specific details for connections between floors. 5. Some alternate brace panel designs are provide on the -notes sheet. Some wall panels shown on the plan are less that 48 inches in length, therefore the use of one of these alternate brace panel designs are required. Provide a key reference to the wall designs and the floor plan walls where the specific • location of each alternate brace panel shall be clearly linked and identified. Show the length of the front garage wall's alternate brace wall panels. 6. Show on the plans provisions for crawlspace access. 7. Show combustion air provide for the mechanical appliances located in the garage. Show on the floor plan appliances with ignition source elevated a minimum of 18 inches above the floor surface. In addition show or indicate provisions for Whole House Ventilation. (IRC- M1402.3, M1307.3, 1307.4.1.1, WSVAIAQC 302.1.2 ) 8. For the elevation detail of the roof over the entry on sheet 4, provide a detail to show how the ventilation shall be continuous from the bottom eve and extend out the top where it connects at the beam. Specify what and where the eve vents shall be. 9. Specify on the floor plan the garage floor sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway. (IRC R309.1) 10. The windows shown within 60 inches of the stairway shall be required to have safety glazing. Show these windows provided with safety glazing or relocate the windows to where no portion of the glazed area is within 60 inches horizontally of the stairs. (R308.4 # 7 & 8) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS December 30, 2010 Jeff Green D10-349 13027 56th Ave S LDR The Planning Division of DCD has reviewed the above permit application. The application is not ready for issuance. The following items need to be addressed before issuance of the building permit. 1. The roof pitch of the proposed house does not comply with the design standards of TMC 18.50.050 (6) which requires a roof pitch of 5:12. 2. There is an attached garage shown as part of the house; however the site plan does not clearly show a driveway. Please show all proposed impervious surfaces that are part of this project. 3. The project lies within the shoreline jurisdiction of the Green River. While the project is exempt from a shoreline permit, compliance with the requirements of the City's shoreline regulations is required. Please indicate, on the site plan, if any of the existing trees on the site will be removed as part of the project. MEMORANDUM TO: DEVELOPMENT FILE Okjyn FROM: PUBLIC WORKS DEPT. — David McPherson, Development Engineer DATE: January 3, 2011 SUBJECT: Bratcher (SFR) 13027 56th Ave. South TL no. 217200 -0040 Permit N. D10 -349 Attached photo showing 100 year flood contour line, is adequate for this Single Family Residence. No further Flood Control Permit information is required, per Senior Stormwater Engineer. STATE OF WASHINGTON FILE COPY CITY OF TUKWILA Department of Community Development Permit No. 6300 Southcenter Boulevard, Tukwila, WA 98188 • Telephone: (206) 431 -3670 FAX (206) 431 -3665 mine!inr1S, E -mail: tukplane,,ci.tukwila.wa.us AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY ss COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, ejginee contractors or other representatives the right to enter upon Owner's real property, located at r i' ,27 ��i�''� ,✓c= c t for the purpose of application roGiew, for the limite time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence of the City. 6. The City shall, at its discretion , cancel the application without refund of fees, if the applicant does not respond to specific requests for items on the "Complete Application Checklist" within ninety (90) days. 7. Non - responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. EXECUTED at (city), le (state), on , �r >� , (Print Name) _ /g 5' ' ".4 On this day personally appeared before me to me known to be the individual who executed the foregoing instrument and acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes mentioned therein. SUBSCRIBED AND SWORN TO BEFORE ME ON THIS DAY OF 20 v,vtw.a, .lov- Co ice co, pl, arlt'€ t 0? WV b 1 rJuN 0 3 2011 CityofTukwila BUILDING r)IVISinM NOTARY PUBLIC in and for the State of Washington residing at My Commission expires on bto a49 RECEIVED DEC 232010 PERMIT CENTER HERMIT COORD COPI� PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -349 DATE: 01/25/12 PROJECT NAME: BRATCHER RESIDENCE SITE ADDRESS: 13027 56 AV 5 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 after Permit Issued DEPART ENTS: 16) uilding Division Public Works Fire Prevention Structural Planning Division Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Vi Incomplete DUE DATE: 01/26/12 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 Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/23/12 Approved Approved with Conditions n 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 *PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -349 DATE: 05/18/11 PROJECT NAME: BRATCHER RESIDENCE SITE ADDRESS: 13027 56 AV 5 Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: ` AT AV Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete XI Comments: Incomplete DUE DATE: 05/19/11 Not Applicable 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 Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/16/11 Approved Approved with Conditions TI 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 *PERMIT COON PLAN REVIEW /R • TING SLIP ACTIVITY NUMBER: D10 -349 DATE: 12 -23 -10 PROJECT NAME: BRATCHER RESIDENCE SITE ADDRESS: 13027 56 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued EPA TMENTS: B„di lGva oq u\ Publc Works Fire Prevention III Structural lxv1 dlv\ e U= 30-ry Planning Division a ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -28 -10 Complete Comments: ►•1 Incomplete n Not Applicable 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 Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01-25-11 Approved n Approved with Conditions ❑ Not Approved (attach comments) Xt Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: 1 -\1 Bldg Fire ❑ PIng' PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PROJECT NAME:`, PERMIT NO: SITE ADDRESS: —� / ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITIALS ISSUED DATE STAFF INITIALS 1 01116117, Summary of Revision: Ire 0[`90 2 Summary of Revision: 6,02 er 1 �!-E G- arap,fey\- - � -- Ghe..: Received by: 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) City41) of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: //www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ` S -/.2 Plan Check/Permit Number: ) -,3� ❑ 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: / 3 77 -57K-,- 74/ Contact Person: Phone Number: '5 3 a5? Summary of Revision: _,iCZ---4.> ... � 44 5,20121 j°.€pMir ce, Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Cen by: / 0. Entered in Permits Plus on 0l 2S 12- H: AppliationsTo m - Applicuions On Line \2010 Appficationd7 -2010 - Revision Submittal.doe Crested: 8-13-2004 Revised: 7 -2010 • 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.tuicwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 10 -349 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner zLA MAY 182011 PERAda EN1EA Project Name: Bratcher Residence Project Address: 13027 56 Av S Contact Person Phone Number: Summary of ' evisis : /~ ":50 7 st .4.0.D.4",7") 722 Si c 1,5 Gfies- 4,0e- ,0.11 .46/4e2w1,45 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Cent r by: %" XEntered in Permits Plus on %1 lib l \ applications \forms- applications•on line \revision submittal Created: 8 -13 -2004 Revised: City ATukwila • Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: http: //www.Tukwi la WA .gov Parcel No.: 2172000040 Address: 13027 56 AV S TUKW Suite No: Applicant: BRATCHER RESIDENCE WATER METER INFORMATION Permit Number: D10-349 Issue Date: 06/06/2011 Permit Expires On: 10/16/2013 DESCRIPTION OF WORK: .CONSTRUCT NEW 1800 SQ FT SINGLE FAMILY RESIDENCE WITH 421 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, WATER METER, SANITARY SIDE SEWER, STORM DRAINAGE, AND UNDERGROUNDING OF POWER. METER #1 METER #2 METER #3 Water Meter Size: 0.75 0 0 Quantity: 1 0 0 Water Meter Type: Perm Work Order Number: Connection Charge: N $0.00 $0.00 $0.00 Installation: N $0.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $50.00 $0.00 $0.00 Cascade Water Alliance (RCFC): N $0.00 TOTAL WATER FEES: $50.00 $0.00 $0.00 doc: WTRMTR D10 -349 Printed: 04 -19 -2013 • CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -367o FAX (206) 431 -3665 E -mail: tukplanOci.tukwila.wa.us Permit Center /Building Division 206 431 -3670 Public Works Department 206 433 -0179 Planning Division 206 431 -367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: STATE OF WASHINGTON) ) ss. COUNTY OF KING ) , states as follows: [please print name] p19- 10 101-11-1 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a. copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 1k , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Signed and sworn to before me this (p -14-1 day of 'JuU2e_. , 20 t ! Y PUBLIC in and for the State of Washington Residing at ,`1I nc Name as commissioned: My commission expires: , County 18.27.090 Exemptions. The reglition provisions of this chapter do not apply 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold by the mobile /manufactured home dealer or manufacturer; .'a. 18. An entity whn,hol4ds.:a validrelec meal contractor's license under cliapter.'19.28 RCW'that employs a certified journeyman electri_ien, a certified.. residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 :RCWto;perform plumbing work that is incidentally; directly,,,and•iihmediately appropriate to the ;like,;in7kiod:replace'inent of a household appliance or other sinaloliouseliold'utilization equipment that requires limited electric'piiwer and limited waste and /or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries, lessee has been interpreted to be equivalent to owner for the purpose of these exemptions.