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HomeMy WebLinkAboutPermit D09-242 - GONZALEZ RESIDENCE - NEW HOUSEGONZALEZ RESIDENCE 13264 38 AV S D10 -242 Parcel No.: 7340600920 Address: 13264 38 AV S TUKW Tenant: Name: GONZALEZ RESIDENCE Address: 13264 38 AVE S , TUKWILA WA Owner: Name: GONZALEZ SIDNEY P Address: 13264 38TH AVE S , SEATTLE WA 98168 Phone: Contact Person: Name: HARLAN PERKINS Address: 21211 95 CTS , KENT WA 98031 Phone: 206 - 396 -4351 Contractor: Name: HI -LINE HOMES Address: 11306 62ND AVE E , PUYALLUP WA 98373 Phone: 253- 840 -1849 Contractor License No: HILINH *983BD DESCRIPTION OF WORK: CONSTRUCT 2413 SQ FT SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, ACCESS AND STORM DRAINAGE. PROJECT ON VALLEY VIEW SEWER AND WD# 125 WATER. Value of Construction: Type of Fire Protection: Type of Construction: EQUIPMENT AND FIXTURES: doc: IBC -COMBO City.f Tukwila 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.ci.tukwila.wa.us $262,630.92 * * continued on next page ** • COMBINATION PERMIT - NEW SINGLE FAMILY Permit Number: D09 -242 Issue Date: 01/19/2010 Permit Expires On: 07/18/2010 Expiration Date: 11/08/2011 Fees Collected: $5,254.11 International Residential Code Edition: 2006 Occupancy per IBC: 22 Mechanical: Furnace <100K BTU... 1 Applicant Vent 0 Ventilation fan connected to single duct.... 0 Thermostat 1 Wood/gas stove 0 Water heater (elect) 0 Generator 0 Other equipment 0 Plumbing: Bathtub (or bath/shower combo).. 3 Bidet 0 Clothes washer 1 Dishwasher 1 Floor drain 0 Shower 0 Lavatory (bathroom sink) 4 Sink 1 Water closet 0 Water heater (gas) 1 Lawn sprinkler.... 0 Gas piping outlets... 4 D09 -242 Printed: 01 -19 -2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of t i ' • _ t • • es not �.t e to give authority to violate or cancel the provisions of any other state or local laws regulating . I am authorized to sign and obtain this development permit. construction ; erfo o ; ance o Signature: doc: IBC -COMBO City ("Tukwila • 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.ci.tukwila.wa.us Y Permit Number: D09 -242 Issue Date: 01/19/2010 Permit Expires On: 07/18/2010 Private: Public: Profit: N Non- Profit: N Private: Public: Date: Print Name: /9 ** (' i 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. D09 -242 Printed: 01 -19 -2010 Parcel No.: 7340600920 Address: Suite No: Tenant: 13264 38 AV S TUKW • City of Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us GONZALEZ RESIDENCE PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D09 -242 ISSUED 11/13/2009 01/19/2010 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. doc: Cond -10/06 D09 -242 Printed: 01 -19 -2010 ao City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor /ceiling assemblies and fire - resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 31: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 32: ** *FIRE DEPARTMENT CONDITIONS * ** doc: Cond -10/06 D09 -242 Printed: 01 -19 -2010 • City of Tukwila 33: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 36: 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) 37: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 34: Maximum grade for all projects is 15 %. 35: 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) 38: ** *PLANNING DEPARTMENT CONDITIONS * ** 39: Different site plans submitted are inconsistent; some show access to the new house corning across a portion of the property to the north. Access to 13264 38th Ave S shall be located completely within the existing 25 -foot easement to the east of the project site on parcel number 7340600930. 40: There is a Type 4 stream in the vicinity of this parcel, which is located in a pipe along the north property line. This area shall not be disturbed. Additionally, a 50 foot stream buffer extends across the northeast corner of the site. No work shall occur, and no equipment is allowed to be parked within the stream buffer area (see marked -up copy of the Site Drainage Plan). 41: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 42: A Public Works pre - construction meeting with Dave Stucle, Public Works Project Inspector is required, please call 206 433 -0179 to schedule a pre -con meeting. The applicant must notify the City Project Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 43: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 44: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 45: Any material spilled onto any street shall be cleaned up immediately. 46: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 47: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 48: 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. 49: 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. doc: Cond -10/06 D09 -242 Printed: 01 -19 -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.tukwila.wa.us 50: 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'. 51: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 52: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 53: Valley View Sewer District Permit is required for any sanitary sewer work. 54: Since Water District #125 does not inspect water service lines downstream of the water meter, City of Tukwila inspection of the water line is reqiured. 55: Existing shed located at southwest corner of property does not meet required setbacks; the existing shed shall be removed or relocated to meet setback requirements. doc: Cond -10/06 * *continued on next page ** D09 -242 Printed: 01 -19 -2010 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature: / Date: / %' /( d Print Name: // Ai- ®.l'kc'1/1 lb City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us doc: Cond -10/06 D09 -242 ordinances governing or local laws regulating Printed: 01 -19 -2010 CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 http://www.ci.tukwila.wa.us 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 - -�- KING CO ASSESSOR'S TAX NO.: 7 3 1-1--O 6 C )o 0 SITE ADDRESS: 3 Z G L 3 '}k 44,:e. 5, / y /Cwllti Gild- 96 Us PROPERTY OWNERS NAME: 57 el Il-er e Z MAILING ADDRESS: 12. 2 - 46 � /e S v•t (& W4 CONTACT PERSON - WH O DO WE CONTACT WHEN THE PERMIT IS READY TO BE ISSUED - NAME: 744 MAILING ADDRESS: 2 t( 7 11 `1 c 61- 5 E -MAIL ADDRESS: f'7 f f pGo GENERAL CONTRACTOR- INFO,RMATI COMPANY NAME: /tlfa'hL /1-o meS MAILING ADDRESS: 1 1 3 oC G 2 nd t, CONTACT PERSON: IS E -MAIL ADDRESS: CONTRACTOR REGISTRATION NUMBER: 4; I i A'1 3 73 - 1) PROJECT INFORMATIO -- VALUATION OF PROJECT (CONTRACTOR'S BID PRICE): $ 2_ Cr) SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): lS 04 a DETAILED BUILDING INFORMMTION - PROJECT FLOOR AREAS BASEMENT i FLOOR 2"" FLOOR GARAGE ❑ CARPORT ❑ DECK - COVERED ❑ UNCOVERED ❑ TOTAL SQUARE FOOTAGE ( POSED SQUARE FOOTAGE 2_4 2.13 0 SPRINKLERED BUILDING? ❑ YES la_ NO H:\Applications\Forms- Applications On Line\2009 Applications \4 -2009 - Permit Application - SFR Combination.doc Revised: bh CITY DAY TELEPHONE: 24g76 e' - 3 16 -- 7 3 51 Me 13o3I CITY STATE ZIP FAX NUMBER: 2S — S70-3 C ITY STATE EXPIRATION DATE: 1 1 / B / I 1 q8 t78 ZIP 1A/A- 9 $ 1-73 STATE ZIP DAY TELEPHONE: 1-S3 -- $+f0- 1 S q-9 FAX NUMBER: 7 513 - R Y- 9 fry (0e)P FIRE SUPPRESSION SYSTEM PROPOSED /REQUIRED? ❑ YES jr NO Page 1 of 3 ❑ ... TOTAL CUT ❑ ... TOTAL FILL PUBLIC WORKS PERMIT INFORMATION - SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): S with l� Vt ! V /*ovL-e_ PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT ❑ ... TUKWILA 6- -WATER DISTRICT #125 ❑ ...WATER AVAILABILITY PROVIDED SEWER DISTRICT ❑ ... TUKWILA I ..VALLEY VIEW ❑ ... SEWER USE CERTIFICATE 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 ❑ ...INSURANCE ❑ ... EASEMENT(S) ❑ ... MAINTENANCE AGREEMENT(S) ❑ ... HOLD HARMLESS - (SAO) ❑ ... HOLD HARMLESS - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... RIGHT -OF -WAY USE - NONPROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - NO DISTURBANCE ❑ ... CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY ❑ NON RIGHT -OF -WAY ❑ CUBIC YARDS CUBIC YARDS CALL BEFORE YOU DIG: 1- 800 -424 -5555 ❑ ...HIGHLINE ❑ ...SANITARY SIDE SEWER ❑ ...ABANDON SEPTIC TANK ❑ ... CAP OR REMOVE UTILITIES ❑ ... CURB CUT ❑ ... FRONTAGE IMPROVEMENTS ❑ ...PAVEMENT CUT ❑ ... TRAFFIC CONTROL ❑ ... LOOPED FIRE LINE ❑ ... BACKFLOW PREVENTION - FIRE PROTECTION IRRIGATION DOMESTIC WATER ❑ ... PERMANENT WATER METER SIZE... " WO # ❑ ... TEMPORARY WATER METER SIZE .. " WO # ❑ ...WATER ONLY METER SIZE " WO # ❑ ... SEWER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ❑ ...WATER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ 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) ❑ ... WATER ❑ ... SEWER ❑ ... SEWAGE TREATMENT MONTHLY SERVICE BILLING TO: NAME: S e'� ✓� � � l� 4 ;6 VA ( 2 MAILING ADDRESS: (Z2 v2. v‘ -t S i ct. WATER METER REFUND /BILLING: NAME: S Ot `^ -- R 5 a ( a' DAY TELEPHONE: MAILING ADDRESS: H:Wpplications\Forms- Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised bh ❑ ...RENTON 0... SEATTLE ❑ ...SEWER AVAILABILITY PROVIDED ❑ ... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE ❑ ...WORK IN FLOOD ZONE ❑ ...STORM DRAINAGE Wry ❑ ...DEDUCT WATER METER SIZE " DAY TELEPHONE: 2 61 ' 14- CITY CITY 0... RENTON ❑ ... GREASE INTERCEPTOR ❑ ... CHANNELIZATION ❑ ... TRENCH EXCAVATION ❑ ... UTILITY UNDERGROUNDING STATE ZIP STATE ZIP Page 2 of 3 FURNACE <100K BTU THERMOSTAT EMERGENCY GENERATOR o -' MECHANICAL: / � VALUE OF MECHANICAL WORK $ (� 1 APPLIANCE VENT WOOD /GAS STOVE OTHER MECHANICAL EQUIPMENT PLUMBING: VALUE OF PLUMBING /GAS PIPING WORK $ BATHTUB (OR BATH /SHOWER COMBO) BIDET DISHWASHER FLOOR DRAIN LAVATORY (BATHROOM SINK) I SINK WATER HEATER (GAS) LAWN SPRINKLER SYSTEM 1 • EQUIPMENT;AND ,FIXTURES INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. FUEL TYPE: ❑ ELECTRIC - GAS VENTILATION FAN CONNECTED TO SINGLE DUCT WATER HEATER (ELECTRIC) CLOTHES WASHER SHOWER WATER CLOSET GAS PIPING OUTLETS I' RERMIIVAFPLICATION :NOT OkLIGA TO;dLL{PERMITS,INgTH1S APPLIC'ArTI,ON 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. 1 hereby certify that I have read and examined this application and know the same to be true under penalty of perjury by the laws of the State of Washington, and I am authorized to apply for this permit. PROPERTY OWNER • IZE , ' T: SIGNATU E: PRINT NAME: ✓!u-h MAILING ADDRESS: 2_12_ / I I DATE APPLICATION ACCEPTED: 11 -�3 -oy S H:Wpplications\Forms- Applications On Line\2009 Applications\A -2009 - Permit Application - SFR Combinationdoc Revised: bh DATE: ///1 3 / v l DAY TELEPHONE: Zb - 3 9 6 - 935 7 CITY STATE ZIP DATE APPLICATION EXPIRES: STAFF INITIALS: Page 3 of 3 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 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 6 011 ate S Sr If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention � lyl; Water /Sewer /Surface Water .Z OQO I — Road/Parking /Access 000 1-414 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume Enter total fill volume Use the following table to estimate the grading plan review and permit fee. e the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2009 PERMIT # bag -242 cubic yards cubic yards $250 (1) $ (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. 1J09 -2'f02 (4) Parcel No.: 7340600920 Address: 13264 38 AV S TUKW Suite No: Applicant: GONZALEZ RESIDENCE Receipt No.: Initials: User ID: Payee: doc: Receipt - 06 R10 -01196 JEM 1632 TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description 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.tulcwila.wa.us PERKINS REMODELING SERVICES Payment Check Authorization No. PLAN CHECK - RES Descriptio Amount 1061 60.00 Account Code 000.345.830 RECEIPT Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 06/30/2010 09:46 AM Balance: $0.00 Current Pmts 60.00 D09 -242 ISSUED 11/13/2009 01/19/2010 PAYMENT RECEIVED Printed: 06 -30 -2010 Parcel No.: 7340600920 Address: 13264 38 AV S TUKW Suite No: Applicant: GONZALEZ RESIDENCE Receipt No.: R10 -00071 Payee: PERKINS REMODELING 11 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1017 3,259.11 Authorization No. ACCOUNT ITEM LIST: Description BUILDING - RES MECHANICAL - RES PLUMBING - RES PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.100 000.322.100 000.342.400 000.345.830 640.237.114 RECEIPT Total: $3,259.11 Permit Number: D09 -242 Status: APPROVED Applied Date: 11/13/2009 Issue Date: Payment Amount: $3,259.11 Initials: WER Payment Date: 01/19/2010 01:10 PM User ID: 1655 Balance: $0.00 Account Code Current Pmts 2,684.61 180.00 240.00 75.00 75.00 4.50 PAYMENT RECEIVED doc: Receiot -06 Printed: 01 -19 -2010 Parcel No.: 7340600920 Permit Number: D09 -242 Address: 13264 38 AV S TUKW Status: PENDING Suite No: Applied Date: 11/13/2009 Applicant: GONZALEZ RESIDENCE Issue Date: Receipt No.: R09 -01807 Initials: User ID: Payee: WER 1655 ACCOUNT ITEM LIST: Description • 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: hup://www.ci.tulcwila.wa.us PERKINS REMODELING SERVICES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1004 1,995.00 Authorization No. PLAN CHECK - RES 000.345.830 PW BASE APPLICATION FEE 000.322.100 RECEIPT Payment Amount: $1,995.00 Account Code Current Pmts Total: $1,995.00 Payment Date: 11/13/2009 02:11 PM Balance: $3,109.11 1,745.00 250.00 PAYMENT RECEIVED doc: Receipt-06 Printed: 11 -13 -2009 Project: [ s /4E iq S Type of Inspection: r r ,J'l i Address: / 4 ?? ftv Date Called: Special Instructions: Date Wanted: /02 — —10 Requester: Phone 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 Approved per applicable codes. w El Corrections required prior to approval. • COMMENTS: 4 3/-„,..7;74 ( k , ry 0 7 Date: / ri RE ECTION FEE REQUIRED. to next inspection, fee must be p .at 6300 Southcenter Blvd:. S ite 100. Call to schedule reinspection. Project: I 'o/V 2'4 Z /?f' Type of Inspection: if:. N. G4 $. P /1/ Address: i3 2( 34g,9v S Date Called: Special Instructions: O yZ037-- o / Date Wanted: 7- er p.m. Requester: Phone No: eZo 6 -39'6 - 1 INSPECTION NO. 'Approved per applicable codes. er a- AL. _. mow a_ 2 INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. • COMMENTS: REINSPECTION F RE t. UIRED. Prior to inspection, fee must be at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: 60f17A (I t ;7 �� Recede/1 09 cQ Type of Inspection: Pia na '6'su Address: /32.19q 120^ s D ate alled: 1liS zo/ Special Instructions: Date Wante : /Pro /7„.0/0 a.m. p.m. Requester: Phone No: . Po9 - 14 Z. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. 05 COMMENTS: - 11 4 m / e ;6 d t 4 p c f a i 1 vg, f €1 ex-A ,-k ri (A4 4/7rn pi art »T 1L lo, tii�� ih S efi ®b-, i,IzyeA No' too i J4AI/ 12.0 l l toJ /# w -to 0. d Lu // he 64OYId m Pr /5 am � r {iM y pI hhr s 5h tt, olive h 17,0 (lc t i ` jai hn P Patti/15 A 2a9 X31 wait art Inspector: Date: ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: ( ( b V f ce,A ` e ,&e � T ypp � e of In ppectioni p \ - ✓]1 2,,,, r C_Ga 1-A-d: s-41 Address: (321 3.2 A Date Called: Special Instructions: Date Wanted: �a �— ( c` ( ) p.m. Requester: Pho e o 3 -3 Gs- 62-S i I.c INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION kt.c 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Approved per applicable codes. `Corrections required prior to approval. s COMMENTS: I 044) Date. -7_ f � ° t\ LI $60.00 REINSPECTION FEE REQUI j ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Ty of Inspection: f :AA 1 6i s r ') C A .S p : : A TT) MLt P:r e T — pa. ,'i 7 0,T MO - fi (JS ;Ji p4: ".I".. 2 p —S.1 , .Ac tAs' }rFi" ')4 Date Wanted: `Ro —r() p.m. Requester: Lrk X* P i 1 N , A._ i -; " 4__c ,S AM Au—e ;) A Project: r Vc) ^ 7 AlPJ .f « '..) I. Ty of Inspection: f :AA 1 6i s Address: 1 S 11241 3-- Date Called;.-- . n („ ,,,,b , Special Instructions: j Date Wanted: `Ro —r() p.m. Requester: Phone No 3 _ 3 c S— v Z J INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dos- 2`1Z PERMIT NO. ' CITY OF TUKWILA BUILDING DIVISION let '` 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 7 Approved per applicable codes. Corrections required prior to approval. Inspector: Dat ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: D j n el Type of Address: r32t�� 3S1 n���� Date CedjL —C ./WSJ A.,77 0/+ Special Instruct iions: O -4 t g4 -1 - ( /I�PX fir 1 f l Date Wanted: ,gy m p.m. Requester: — 3 3 s - 3 3 <l 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D 09 -242 PERMIT NO. K (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ed pi $60.00 REINSPECTION FEE RE UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: C es r Z 4- Pr/P-- Alc_ ` S TD . - Nsne. -- - T k 1-144t -Step 14. A ec Ai � t V � . e . k , 0 ; , c /L-J4(/ c it: ( --- VliP 15N(' 4/ Requester: Phone No 2 5 'LSI Pro' ect: r) /v. C es r Z 4- Type of Ins ction: JCcaaf 't .��L G L A.S. Address: 1 3 2.(01 _0 3.1' AL S . Date Called: Special Instructions: Date Wanted: P.m. l� P Requester: Phone No 2 5 'LSI S Qo�- 242- INSPECTION RECORD Retain a copy with permit INSPECTION NO. PEWIT NO. CITY OF TUKWILA BUILDING DIVISION "- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D Approved per applicable codes. Corrections required prior to approval. Ins ector: Date - 1 3 J 0 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pro}ct: I 0 uI" — f r Z � . e s Type of Inspectio FL A o.--f (SAS p . n Address: — TA /32.64 3 e S Date Called: Special Instructions: . • . Date Wanted: 1 — - [ m: – /0 p.m. Requester: Phone No: Phone - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION p 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. G A� 004- mz_l Corrections required prior to approval. COMMENTS: i T (Lf_4-k� 6)6(jirej N 1 p 3 —1)--e tj \ j„pA. 1 Inspectr'r: Date: - 1 a El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: A Typ f lnsp c n: rtut..,A-vb, Azi Address: t324 1 3 4, 4t s. Date Called: Special Instructions: Date Wanted: - 7" ^� a.m. / - pm Requester: Phone No: ! ?(:)-S- ` o2e1 -¢� 13 Approved per applicable codes. C INSPECTION RECORD nn 05-2- Retain a copy with permit 'J INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION t( 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: 6 ( (Z.0 (- j-ts Ns6 (-4.6k f e �, . 7 Insp E� to Date , , n $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: Date: —e M.a..a.a... _ M• — - ._..-t COMMENTS: Type of ion: Me del - Address: ry e, i37,6 i 38" s Date Called: Special Instructions: . Date Wanted: - •: / - - i 0 p.m. Requester: Phone N 242 -36s. .... v28.`j • WiST r J T ( Alm b �G -e l ,.__ 1 f \ —((� / C.t v e r �i , �t . LO -� - ,P � / � v� C i 0" I n 1. � �J i., r `. , Proj 6 4 � 2-e� Type of ion: Me del - Address: ry e, i37,6 i 38" s Date Called: Special Instructions: . Date Wanted: - •: / - - i 0 p.m. Requester: Phone N 242 -36s. .... v28.`j INSPECTION RECORD Retain a copy with permit QJ q- 24 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION i2 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 4k lam. npector: El Approved per applicable codes. Corrections required prior to approval. Da_) f J $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: Type of Inspection: . X Address: j 6 - f. .(e S.S V k o l x_. �� e Ke At i i -r n C f A v _S , A u j t1 (LIT i■.) A) .„ .3`. J UJ --( 1)A AJ 0) . S. E. - ICc -k STa ∎ ) 4. A•L"l — (A - Sc` , cam Pro t: f� J �- Z I Type of Inspection: . Address: Date Called: Special Instructions: ��f /S3'7��� / x_. �� e Ke Date Wanted: -7 .--7 -/4 Requester: Phone No: 253- 3(S -02Si X11 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. El Corrections required prior to approval. � Ins ector: Date J ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Pr (-rj n tJ z. 4 �E "7. R0S Type of Inspection: alNStA I - Ad'd'ress: 13 z Coy 3 v >/ u S Date Called: Special Instructions: Date Wanted:" 7 - Z t V �,ay Requester: Phone No: 2 3 - 360"S INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1°- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. DcR - 2 1 (2 N Corrections required prior to approval. COMMENTS: 1-430_ ,JO 0 s •-t e %A-KJ w t' / (11 p i AJ 0 REINSPECTION FEE R1 (WIRED. rior to inspection, fee must be id at 6300 Southcenter Blvd., uite 1 0. Call to schedule reinspection. Receipt No.: Date: / � "7- —IV Date: Project: 7}4 1 L7 4L /p LQn - V 4 Type of Inspection: . - - 1( :1" u' b n Address: -gy 1 3 Zoo 3S ,a._ s Date Called: Special Instructions: Date Wanted: --.4 -i6 -iv ram. p.m. Requester: Phone No 75 3 - 34s - A INSPECTION NO. Retain a copy with permit kit- INSPECTION RECORD A a _ I\ 2 , 1 „ PERMIT NO. te CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 N. Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: / 4'4-1 fAJ-6 - '9/ /k d /F ) W4 , -- tepprevo 0.00 REINSPECTION FEE EQUIR +. Prior to inspection, fee must be aid at 6300 Southcenter B d., Suite 100. Call to schedule reinspection. eceipt No.: Date: COMMENTS: (� Ai m , 1 p p „A A/ d ✓4T' ` rnspeecti 6 e. A. 1 (r -3 5 .e v (d 2 reel . Date Called: co v, t.0 _ i R _3( .5e i i e - ca Sp ial Instructions: Sp �� as y �‘ v' Ak-. e fr • S v e� T { r a f i` U� e, &s 0 l5 r - t � .m. - { )t Alt AA !C h ej e A AviOil M AAL fi"Sq'9 Phone No •': 9.5 02.{6 `. L.( , 2/` u eniqi G1 A i T D ,D" ML,- S�` pr 11 L: )2 ,JA/', • Sp P on MC e. S' v2ke) r _ .,r) 0.4.-‘c, 1 ar■ a , S 1e ... t ( L. c.i 0^ e- -. TAs '3.‘ (See fRa Pro n e_z_ k en. epe ` rnspeecti ' !- (.7 Address: X210 3X Au S . Date Called: Sp ial Instructions: Sp �� as y �‘ v' Ak-. e fr • S v e� T { r a f i` U� e, Date Wanted: 9 � q _10 .m. equester: Phone No •': 9.5 02.{6 • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. nspec INSPECTION NO. M INSPECTION RECORD Retain a copy with permit Doll —Z42 Corrections required prior to approval. T NO. Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of pection: v (L Q A4. k 6 Address: 13241 O to Alx -s J».. 4 / /t a PI l -.e v` . ;Aj Date Called: Special Instructions: Date Wanted: 4 - 1 — ra p.m. Requester: Phone No: 23,-3 _ - 02 el ( c 3 7 D,... i ,,,v ASS 5/9, -er.5 - ,......) . 3 ) dfalb'd g 1Ai(1,1 S + ( Project: P (2 2—n-� / -1 S X44 Type of pection: v (L Q A4. k 6 Address: 13241 � 38 A E Date Called: Special Instructions: Date Wanted: 4 - 1 — ra p.m. Requester: Phone No: 23,-3 _ - 02 el CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 E] Approved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit INSPEaTION NO. PERMIT NO ecto Receipt No.: fIJ Dat 'lit 0 .00 REINSPECTION 'FEE REQ RED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Date: i2.. Proj ct: � (, o�. 't 1 2es �� Type of Inspection: Ai Z G P A----e-,1 Address: 'J j2(1 3g Avg 5 Date Called: Special Instructions: Date Wanted: 41 — ' �' 10 . m p .m Requester: Phone - 36-r -o 8 T Do5-24z- INSPECTION RECORD Retain a copy with permit INSPE N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: pJ � � 6 .00 REINSPECTION F REQUIRE . Prior to insdection, fee must be a } d at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. Rec t No.: Dal /-/i 0 Date: Approved per applicable codes. Corrections required prior to approval. Project: - nn Project: Z, if, Type of Inspection: P_o Gi.4 /il2.cil Address: -rt. Date Called: Special Instru tions: Date Wanted � ' )� {,p Requester: Approved per applicable codes. Corrections required prior to approval. COM NTS: I \ • CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Ins • ctor: INSPECTION RECORD Retain a copy with permit Date: ax' 242 PERMIT NO. $61.01. REINSPECTION FEE ' QUIRED. rior to inspection, fee must be p d 6300 Southcenter Blvd., . uite 00. Call to schedule reinspection. ReceapO1o.: Date: Projee fl /� , Type Inspection: 4 ,� Q Address: 7 Date Called: ` Special Instr ons: Date Wanted: .m. 4 - - +0 m. Requester: Phone - o 3 _ 3 (9S - v�1 r S5 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit bog- 24 2.] PERMIT N CITY OF TUKWILA BUILDING DIVISIONV- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: [ ;'∎044 - 4p#1 4)/Ai I/O I" Ji / - �tr ✓vt/ 441 nspecto op t 0 // .#4I Dade, . � 0 REINSPECTION FEE ' EQUIRED. Idrior to inspection, fee must be at 6300 Southcenter Blvd.; Suite 100. Call to schedule reinspection. R: •Eipt No.: 'Date: Project: Coe) Type of Inspection: r ( ,J -0 S -- • ' Address: // 7 A' . V�S Date Caller ZooF S h 37 � L Spe �2ti+o �� cial instructions: 7 Date Wante 3 � — r � a.m. Requester: Phone N a -6 `?- (DE(2 -2_ /Jl✓ 4 5 INSPECTION RECORD R etain a copy with permit 6 6q INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspfctor Date: _ J ktj El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: Project: p Project: /k7 ' eZ_ k eV/64(4_ Type of Inspection: r/ u 4 g. F yf o 0 r Address: 3074.tir,... S Date Called: 132_ Special Instructs ns: Date Wanted __2_S-_ /0 P.m. Requester: Phone No 2.53 - 6 lP-Z. INSPE ION NO. INSPECTION RECORD Retain a copy with permit /"C_ 0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 M M ENTS: 'Date: � J _ (v (` Insn ctor: Approved per applicable codes. Corrections required prior to approval. 60.00 REINSPECTIIQN FEE REQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: (Date: Project: Go v z 4eez 42 es . Type of Inspection: ioo 7.1/ g. o'M.9INS Address: /326y 3 8 41/ S Date Called: , Special Instructions: • / I ,,,,2- ■ Date Wanted: /"71 p.m. Requester: Phone No: .,ZdC - 356 - 5/. , 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 • .OMMENTS: g hlitile"if4( G.ts peA/4/ frdo /%N (,,/,9')'J - 'a'e•A Date: G? — / 7 -/0 Approved per applicable codes. ❑ Corrections required prior to approval. .00 REINSPECTIOJV FEE IZEWIRED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100 Call to schedule reinspection Receipt No.: Date: COMMENTS: Type of Inspection: , (, ( ����"� ` . A - Address: fL, 13 V .3KAUL C. ® 7'a L- v-2.- ,4 r r , 4J 1 Requester: JI d d - t) F -I - 4' -- 6x 1 uu'c-41( 7 4 . Su 6 j c- " 7C) Pie- 1 T,r(. 1 Ai - e. , C∎ : 0 /N g) / r.) de , 2 i , Proj /ect: e p ® p �� ,� C7l 4,i7�. l e "rQQam" Type of Inspection: , (, ( ����"� ` . A - Address: fL, 13 V .3KAUL C. Date Called: . . . - . Special Instructions: Date Wanted: c' /� 2 - 8 — / V p.m. Requester: Phone No: i <3-391 "4 INSPECTION RECORD A Retain a copy with permit J 0 1 Z 4 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ‘ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspec Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100:.Ca l to schedule reinspection. 'Dat ' (.r Receipt No:: ( (U Pro 6 ct: 34 i3 e-5 - Type oi<Inspection: rca; iAi‘.. Address: /3a? 6y 3, /10S Date Called: Special Instructions: t Date Wanted: / ac L / !/ P.m. Requester: Phone No: $ -0VS3 Approved per applicable codes. Corrections required prior to approval. CO MENTS: 1 AM re i eft? /1 "4":th e'cf v a1 - 2 - 70 .,,c/ C 0cm. I e-- \ , Z INSPECTION RECORD Retaipy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Inspect,. 1060.00 REINSPECTI paid at 6300 Southc Receipt No.: y— N FEE R - IRED. Prior to inspection, fee must be nter Blv:., Suite 100. Call to schedule reinspection. 'Date: Proj�ec • (7 4A/3.4 / 4rS Type of Inspection: /V d /.''✓/ 1 Address: /??C'/ 24g 411 5 Date Called: Special Instructions: Date Wanted: a — / - / U ern_, p.m. Requester: Phone No: 253 — .�77 - c 4 /s 3 INS PECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION e- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. .v J S -2 2 1�CI Corrections required prior to approval. r .00 REINSPECTION CTION FE REQUIRED. �rior to inspection, fee must be paid at 6300 Soithcenter vd., Suite 100. Call to schedule reinspection. COMMENTS: ,17 /T' /9 ( 14 , ✓ r Date: Receipt No.: Date: Project: r/1017/16‹. Re)i I. rW Type of Inspection: Pt{ R r- /or1 S MK 1 71 - . 3 e -1 Address: M 15?- Av e 5 Date Called: III dl l - ao) v Special Instructions: Date Wanted: >'Zu )L, CLIO P.m. Requ -7i> ster: 11 au la.' r s Phone No: 2b 3' INSPECTION NO. INSPECTION RECORD Retain a copy with permit 11) oct PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: No IAravY 5114t 11 ofaar 1 4,401 Inspector: Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: 0 — QV - 4-e rem vz- Si(4- T -e/1,P_. FIria,le,9 Type of InspeI�on: I' - '1s +he 4 paved -Crop, .c- free__+ ,,J Drivewciy 4'L Ouse_ . Firt(kd - Ffmalt ok 40 ''; /f-C -1(on - 1lpn Soouis 4i 14- rl f,vd r, � - r F� P f Aff Date Wanted - Flooded - Preialed . Used e)C;Sf' %frj LJ 4 - f tYles . Reg u ster: - Fr f ed Pr ect: 0 h ELI t e Z, Type of InspeI�on: I' Address: 1S4:2 64 3 . Date Called: 7 sg i 1 D Special Instructions: f '1 /� . (J e +t7* Date Wanted Reg u ster: y Phone ' (4°' q 3 3 1 ;]D INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. EJ Corrections required prior to approval. Inspector: S Date: / / / to ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: !Date: Arat Pr) Ki 12 Z p c2esei, a Type of I spection: bA ilarie Atrress'. 'n + � Date Cale : ii 1.e /o Special Instructions: Date Wanted1� �� a Re uester:. q 1 Phone No hu_ INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 tbcC PERMIT NO. (206)431 -3670 ❑ Corrections required prior to approval. COMMENTS: gill La 11.4*t... (6,.:,„„.4,4,, (ku. V IL L(f LO �.,raeuW 'Inspector: Date: 1)W ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: nn _ Type of Inspection: Address: • /5A V 3k rive . Date Called: . Date Special Instructions: (/// 1 v( /2� X71 S Ctl%Y- Date Wanted: Requester: kk4 .I la ri Phone N INSPECTION NO. kv. E Approved per applicable codes. INSPECTION RECORD Retain a copy with permit aye PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D Corrections required prior to approval. CQM M ENTS: J1 "1p(1J L () w 4/'c- AtP 5 �,(,�tJi/� C c� t■ Inspector: Date: t ///) ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Project: . j n f lik to g • 9 . pc , E. Type of Inspection: 7-. t 0 C.-- Monitor: Address: 1 3.1 4, Suite #: 3Yl-t. # S Contact Person: 7 r1/4/e Special Instructions: Phone No.: As L 3, 9 S - 310,7 .. 4.43sI Needs Shift Inspection: Sprinklers: Hood & Duct: Fire Alarm: Monitor: Pre -Fire: • Permits: Occupancy Type: i . INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 ,COMMENTS: pproved per applicable codes. C C. �,. 'girt Word /Inspection Record Form.Doc 1/13/06 PERMIT NUMBERS n Corrections required prior to approval. 80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from he City of Tukwila Finance Department. CaII to sdiedule a reinspection. Cornerstone dill Geotechnical, Inc. A Division of Robinson & Noble, Inc, 17625 130th Ave. NE, Ste 102 Woodinville, WA Phone: 425-844-1977 Fax: 425 -844 -1987 .HEED REPORT Gonzalez Residence Client Harlan Perkins Project: Location: Tukwila, WA Weather: Sunny Purpose of Foundation Evaluation Visit: We completed a foundation subgrade evaluation at the project site. File No.: 2540.00IA (2857) Date: 2010-2-2 Report No: 1 Page: 1 of 1 ba 'i— 24LZ By: RBP The site is located at 13264 38 Avenue South in Tukwila, Washington. We have previously prepared a geotechnical report for the site, dated December 8, 2009. The contractor has excavated the building pad for the residence. The excavation stair steps downward to the east with three levels. Footing forms have been place on the subgrade. We identified that the exposed soils are native and we have classi them as part of the Undifferentiated drift deposit as described in our geotechnical report. We used a %z inch steel T -Bar to probe the subgrade. We could probe approximately 1 to 4 inches in the subsurface soils. The subgrade soils appeared to be stiff to very stiff. We observed that the contractor overexcavated approximately 1 to. 2 feet along the eastern portion of the foundation and has refilled it with granular soil and rock spalls. The rock spalls appear to extend down to the depth of the native soils observed within the excavation cuts around the building footprint. It is our opinion that the footing subgrade will provide a bearing capacity of 2,500 pounds per square foot as described in our geotechnical report. It is our opinion it would be best to pour the concrete as soon as possible to reduce softening of the subgrade soils. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our services have been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or ' si • :. should be understood. Attach:naent: Sign= • PAiftes: Distribution: Pd E =.a er g --s a•oco mo o m C 'gm; o v iri - o• o ° CD gy •- CI) D Ul cr 13 3 2 0 a 0) rri 5 .0 cn c 23m ao gl c� D a0-1 c3 C CA 0 - n m ODD 0 Z �-d 99\4, -fin �1'"' S 9)1t) Sr ?ffi / - i Z h2- you, ' ti J. - MI ? P T :a( lin I 1 fr i a co 42 63 QQ ts) p it € L_ Dins goiC These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the 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: 477-1//0 By: /�, $ COMMITTEE ►R 1' • 30' 30 o 60 lEARINGS N AFN 20030529003335 SEMENT PER AFN 9008200765 N OF THIS SANITARY SEWER EASEMENT HAS A!1 APPARENT RESULTING IN A PORTION OF THE EASEMENT II.OT DESCRIBED AS TY. THE INTENT OF THIS EASEMENT IS AS SHOWN HEREON. ' BE RERECORDED TO CORRECTLY DESCRIBE THE EASEMENT NEEDED ARY SEWER LINE. 8" CONC WALL SEE DETAIL "A" SHEET 2 OF 2 SET 1/2" REBAR do CAP LS 17669, LS 181782 1.0' SOUTH OF CORNER FOUND 1/2" REBAR & CAP DS TRIAD ASSOC LS 19620 \ \ LS 29294, LS 29876, LS 15041, LS 2233°, LS 18094 \ % 1 1 1 1 1 1 1 142.0.o IN (C FOUND 5/8" REBAR & CAP 1.3' WET OF PROPERTY 11 -r CRONES Lv 29537 tI) r n rim O., 132ND PLACE... CONCRETE STAIRS WITH RAILING SEE DETAIL "8" ON SHEET 2 OF 2 FOUND LEAD & TACK TRL4D LS 18094 STORM STRUCTUI 7669, LS' 18082 ON THE WEST \\ INDUCTED BY COURSES THAT IE FOR D FOR CORNERS ;ATE dEYOR BY THE 9ASED ON AN INDUCTED BY COURSES THAT CORNERS INTERURBAN 1RACTS 11 Deputy Assessor Account Number �o (p-0 9 REVIEWED FOR CODECOMPLIANC t0 3APPRAVEp JUN 2 4 2010 City of BUILDING 8.00 1 *. i n • • 1 1 0 1N 1 A 1 1 \ .�. 1 .\ N 89'17'51 " \, \ 1 , 1 I 1 SITTS & HILL ENGINEERS, INC CIVIL ■STRUCTURAL ■SURVEYIN j b " Koo4- 4-; 60.1 c he. 004 IL I F eelw 734 FOUND1 /2" REBAR d: CAP TRIAD ASSOC LS 29294, LS LS LS 1504, LS 22335, LS 18094 e 8G SO Iry vott ,..169 Pa. ren Imeut. 1 oc ex Irew- 15' PUBLIC WATERLINE EASEMENT AFN 20020826001 (MODIFIES EASEMENT AFN 20000731002064) THIS EASEMENT ALSO CREATES A D' WALKWAY EASEMENT GRANTED G e TO DREAMCATCHER HOMES, LW ‘.. PROpOs.e4 WA 4 2 I.• ri TCOV''c 25' EASEMENT FOR INGRESS, EGRESS AND UTILITIES OVER THE EAST 25 FEET - EXCEPT THE SOUTH 60 FEET PER AtN 6036500 ' EASEMENT FOR PEDESTRIAN WALKWAY OVER A PORTION OF THE EAST 23' (SEE NOTE 6 ON PAGE 2 FOR DESCRIPTION OF SIDEWALK EASEMENT) P o uti se rt (; h o / EXISTING / BUILDING // / • WATER EASEMENT (VARIES IN WIDTH FROM 18' -23" PER AM 20020924000206) 2' WIDE CONCRETE RETAINING WALL (SEE NOTE 7 ON PAGE 2 DESCRIBING RETAINING WALL EASEMENT) 7 1 % Ind Tippeo FOUND REBAR do CAP STAMPED "£SM 9294" S &Mt*. 1Oca \'oin o���Se�� • 12„aopoveA ki he OCOA':ov\ 6p0441 42.4. / L o�� P. OSe wove. / 1'12�FAe_ oco►1rn� UTILT'AGE Y /Kg CP INGRESS, EGPELS 0 9 2) 1 LA/ , I Y Wiu EASEMENT (SEE Pay" _ NI 2 / pC� � r NW ($ )(0 SECURE P.O. Bo Seattle, (206) 31 FILE COPY Permit No CITY OF I uLC 2 2 2009 PERMIT CENTER RECEIVED JAN 052310 TUKWIW PUBLIC WO R EVIEWED FOR CODE COMPLIANCE APPROVED INCOMPLETE J AN 14 2010 LTR# --- C ity of Tukwila BUILDING DIVISION Cornerstone Geotechnical, Inc. A division of Robinson & Noble, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington For Mr. Harlan Perkins RECENED CITY OF TUKWILA DEC 2 2 2009 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1 4 2010 City of Tukwila BUILDING DIVISION Cornerstone Geotechnical, Inc. Consulting Geotechnical Engineers & Geologists A Division of Robinson & Noble, Inc. December 8, 2009 Mr. Harlan Perkins 21211 - 95th Court South Kent, Washington 98031 Geotechnical Engineering Report Gonzalez Residence 13264 - 38 Avenue South Tukwila, Washington RN File No. 2540-001A (CG File No. 2857) Dear Mr. Perkins: INTRODUCTION This report presents the results of our geotechnical engineering investigation at your proposed single - family residential project in Tukwila, Washington. The site is located at 13264 - 38` Avenue South, as shown on the Vicinity Map in Figure 1. You have requested that we complete this report to evaluate subsurface conditions and provide recommendations for site development. For our use in preparing this report, we have been provided with an undated hand drafted copy of the planned site layout by you showing the proposed lot layout and site topography. PROJECT DESCRIPTION The development will consist of the demolition of an existing structure and the construction of a new residential structure. We have not been provided with a grading plan, but we understand that site grading 17625 - 130th Avenue NE, C102, Woodinville, WA 98072 • Phone: 425 -844 -1977 • Fax: 425 -844 -1987 3011 S Huson St, Suite A, Tacoma, WA 98409 • Phone: 253 -475 -7711 • Fax: 253 - 472 -5846 Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540-001A (CG File No. 2857) Page 2 will include minor cuts and fills. Due to the relatively flat ground surface within the site, it seems likely that fills will not be much more than about 3 feet in any area. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services as outlined in our Services Agreement, dated November 23, 2009, includes the following: 1. Review available geologic maps of the area. 2. Observe and document the subsurface conditions within the open sewer trench. 3. Explore the subsurface conditions near the residence using a hand auger. 4. Provide recommendations for foundation bearing capacity of the planned footings. 5. Provide general recommendations for footing drains 6. Prepare a geotechnical report to document our conclusions and recommendations. SITE CONDITIONS Surface Conditions The rectangular project site is about 0.4 acres in size and has maximum dimensions of approximately 120 feet in the east -west direction and 158 feet in the north -south direction. Access to the site is provided by 38 Avenue South, accessing the northwest corner of the site. The site is bordered by existing residential lots to the north, east, south and west. A layout of the site is shown on the Site Plan in Figure 2. The ground surface within the site is generally flat with two tiers in the northern region of the lot descending to the east. Steep: slopes exist south and west of the property ascending upwards and maximum heights are approximately 20 feet. These slopes appear to have been cut during the original lot grading. Slope inclinations were measured to be from approximately 40 to 65 percent. The steep slope to the south contains an approximate 4 foot tall rockery at the top of the slope and an approximate 4 foot tall ecology block wall exists at the base of the steep slope on the west side of the site. East of the property an approximate 12 foot tall slope was observed descending to the east. Slope inclinations were observed to be on the order of approximately 30 percent. A single - family residence and an associated storage Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540 -OO1A (CG File No. 2857) Page 3 building currently sit within the site. It appears that the residential structure was damaged from fire and is uninhabitable. The site is vegetated mostly with unmanicured lawn, with landscaped areas surrounding the existing residences. The slope to the east of the site was heavily vegetated with blackberry and various bushes. A gravel driveway exists on the west side of the property and accesses gravel parking areas on the north and south sides of the property. French drains were observed along the driveway and on the west and south sides of the existing structure. Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding by glacial ice. During the Vashon Stade, areas of the Puget Sound region were overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a typical glacial sequence includes recessional outwash sand underlain by glacial till. Recessional outwash sand is described as sand and gravel. Glacial till is an unsorted mixture of sand, silt, and gravel that was deposited below the glacier, and is commonly referred to as "hardpan." The glacial till has been consolidated under the weight of the glacier and exhibits both high strength and low permeability. Within localized areas of the glaciations some areas of the soil deposits become more sorted. These soil layers see more separation of the sands, silts and gravel and are referred to as drift. Our site explorations encountered Pre - Vashon drift. The geologic units for this area are mapped on the Geologic Map of the Des Moines Quadrangle Washington, by Howard H. Waldron, et al (U.S. Geological Survey, 1962). The site is mapped as being underlain by a deposit of Pre - Vashon Drift undifferentiated. Explorations We explored subsurface conditions at the site on December 1, 2009, by excavating three borings with a hand held auger. One test pit had been previously excavated onsite prior to our arrival. The test pit and hand augers were excavated to depths of 1.2 to 6.7 feet below the ground surface. The explorations were located in the field by a representative from this firm who also examined the soils and geologic conditions Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540 -OO1A (CG File No. 2857) Page 4 encountered, and maintained logs of the explorations. The approximate locations of the explorations are shown on the Site Plan in Figure 2. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the explorations are presented in Figure 4. Subsurface Conditions A brief description of the conditions encountered in our explorations is included below. For a more detailed description of the soils encountered, review the exploration logs in Figure 4. Test Pit 1 and Hand Auger 1 located on the eastern side of the existing structure encountered a surficial layer of artificial fill to depths of 2.5 and 0.8 feet, respectively. The fill consisted of soft to medium stiff silt with trace organics, gravel, roots and silt chunks. The silt fill material was underlain with buried loose topsoil and existed to depths of 4.1 and 4.6 feet. Medium dense, native brown, silty sand with gravel was observed to the base of Hand Auger 1 at 4.8 feet and from 4.1 to 6.1 within Test Pit 1. Silt content decreased within Test Pit 1 with depth and became dense sand and gravel to the base of the test pit at 6.7 feet. Hand Auger 2 was excavated near the southwest corner of the existing structure, within the driveway, and encountered a surficial fill layer of crushed rock to a depth of 0.2 feet. Stiff to very stiff silt was observed below the gravel driveway, extending to the depth explored of 1.2 feet. Hand Auger 3, excavated near the southwest corner of the existing structure, encountered a surficial fill layer of washed landscaping rock to a depth of 0.4 feet. Loose to medium dense, weathered native brown silty sand with gravel was observed below the washed rock to a depth of 2.3 feet. Dense to very dense native grayish brown silty sand with gravel was observed beneath the weathered layer to a depth of 3.0 feet. Hydrologic Conditions Shallow groundwater seepage was encountered within Hand Auger 3. We consider this water to be perched. The dense to very dense drift interpreted to underlie the site is considered poorly draining. During the wetter times of the year, we expect perched water conditions will occur as pockets of water on Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540 -OO1A (CG File No. 2857) Page 5 top of the drift layer. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Volumes of perched groundwater vary depending upon the time of year and the upslope recharge conditions. GEOLOGIC HAZARDS Seismic Hazard It is our opinion based on our subsurface explorations that the Soil Profile in accordance with Table 1613.5.2 of the 2006 International Building Code (IBC) is Site Class C. As referenced in the 2006 IBC, we used the US Geological Survey program "Seismic Hazard Curves and Uniform Hazard Response Spectra." That program uses 2003 NEHRP Seismic Design Provisions to obtain values for S S F and F. The seismic design parameters are: S 147.9% g S 50.9% g F 1.0 F„ 1.3 Site specific coefficients and adjusted maximum considered earthquake spectral response acceleration parameters apply as shown in, Section 1613.5 of the IBC. Based on the USGS data and Tables 1613.5.6(1) and (2), the site has Seismic Design Category D. Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The underlying dense drift soils are considered to have a very low potential for liquefaction and amplification of ground motion. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is compatible with the planned development. The underlying medium dense to very dense glacial drift deposits are capable of supporting the planned structures and pavements. We Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540 -OO1A (CG File No. 2857) Page 6 recommend that the foundations for the structures extend through any fill, topsoil, loose, or disturbed soils, and bear on the underlying medium dense or firmer, native glacial drift, or on structural fill extending to these soils. Based on our site explorations, we anticipate these soils will generally be encountered near surface in the western region of the planned structure and will need to extend through about 4 feet of fill and buried topsoil on the east side of the planned structure. The existing cut and fill slopes appear to be performing adequately and do not show significant signs of distress. The slopes should always be maintained with established ground cover to reduce surface slides or erosion. It is very important to reduce the amount of surface water from flowing over the top of a steep slope. We also recommend grass clippings and debris not be placed on the slopes. Site Preparation and Grading The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium dense or firmer native soils in building areas. The excavated material should be removed from the site, or stockpiled for later use as landscaping fill. The resulting subgrade should be compacted to a firm, non- yielding condition of needed. Areas observed to pump or yield should be repaired prior to placing hard surfaces. The on -site glacial drift likely to be exposed during construction is considered highly moisture sensitive, and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact to structural fill specifications in wet weather. We recommend that earthwork be conducted during the drier months. Additional expenses of wet weather or winter construction could include extra excavation and use of imported fill or rock spalls. During wet weather, alternative site preparation methods may be necessary. These methods may include utilizing a smooth - bucket trackhoe to complete site stripping and diverting construction traffic around prepared subgrades. Disturbance to the prepared subgrade may be minimized by placing a blanket of rock spalls or imported sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful in reducing grading costs during the wet season. These methods can be evaluated at the time of construction. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540-001A (CG File No. 2857) Page 7 Structural Fill General: We are not aware of the need for much fill on site, however, all fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. Structural fill, by defmition, is placed in accordance with prescribed methods and standards, and is observed by an experienced geotechnical professional or soils technician. Field observation procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. Materials: Imported structural fill should consist of a good quality, free - draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all- weather structural fill should contain no more than 5 percent fines (soil finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4 -inch sieve. The use of on -site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. During warm, sunny days this could be accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of moisture may also be necessary. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10- inch -thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540 -OO1A (CG File No. 2857) Page 8 Foundations Conventional shallow spread foundations should be founded on undisturbed, medium dense or firmer soil. If the soil at the planned bottom of footing elevation is not suitable, it should be overexcavated to expose suitable bearing soil. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection. Minimum foundation widths should conform to IBC requirements. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 2,500 pounds per square foot (psf) be used for the footing design. IBC guidelines should be followed when considering short -term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 -inch total and 'h -inch differential between footings or across a distance of about 30 feet. Higher soil bearing values may be appropriate with wider footings. These higher values can be determined after a review of a specific design. Lateral pressures may be resisted by friction at the base of the footing and passive resistance against the foundation. A coefficient of friction of 0.45 may be used to determine the base friction in the native glacial soils. An equivalent fluid density of 220 pcf may be used for passive resistance design. To achieve this value of passive pressure, the foundations should be poured "neat" against the native dense soils, or compacted fill should be used as backfill against the front of the footing, and the soil adjacent to the footing should extend a horizontal distance at least equal to three times the foundation depth. A factor of safety of 2.0 has been applied to the passive pressure to account for required movements to generate these pressures. The friction coefficient does not include a factor of safety. Slabs - On - Grade Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading subsection. Slabs should be supported on medium dense or firmer native soils, or on structural fill extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of pea gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. An additional 2- inch -thick damp sand blanket can be used to Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540 -OO1A (CG File No. 2857) Page 9 cover the vapor barrier to protect the membrane and to aid in curing the concrete. This will also help prevent cement paste bleeding down into the capillary break through joints or tears in the vapor barrier. The capillary break material should be connected to the footing drains to provide positive drainage. Drainage We are not aware of the stormwater runoff plan, but recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be controlled to reduce water from running over the steep slopes or ponding near the building. The finished ground surface should be sloped at a gradient of 5 percent minimum for a distance of at least 10 feet away from the buildings, or to an approved method of diverting water from the foundation, per IBC Section 1803.3. We recommend that footing drains be used around all of the structures where moisture control is important. The underlying drift may pond water that could accumulate in crawlspaces. It is good practice to use footing drains installed at least 1 foot below the planned finished floor slab or crawlspace elevation to provide drainage for the crawlspace. At a minimum, crawlspaces should be sloped to drain to an outlet tied to the drainage system. If drains are omitted around slab -on -grade floors where moisture control is important, the slab should be a minimum of 1 foot above surrounding grades. Where used, footing drains should consist of 4- inch - diameter, perforated PVC pipe that is surrounded by free - draining material, such as pea gravel. Footing drains should discharge into tightlines then slope downslope at least 6 inches to an outlet. We do not expect a significant amount of water will be collected. Crawlspaces should be sloped to drain, and a positive connection should be made into the foundation drainage system. For slabs -on -grade, a drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. CONSTRUCTION OBSERVATION We should be retained to provide observation and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540 -OO1A (CG File No. 2857) Page 10 anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. USE OF THIS REPORT We have prepared this report for Mr. Harlan Perkins and his agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our services have been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. oOo Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Gonzalez Residence 13264 — 38 Avenue South Tukwila, Washington December 8, 2009 RN File No. 2540-001A (CG File No. 2857) Page 11 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Robinson & Noble, Inc. Jef Wale, EIT Project Manager 4, Rick B. Powell, PE Geotechnical Engineer JRW:RBP:am Lig /01 Three Copies Submitted Four Figures Information about this Geotechnical Engineering Report Cornerstone Geotechnical, Inc. Vicinity Map Cornerstone Phone: (425) 844 -1977 Geotechnical, Inc, Fax: (425) 844-1987 lower 17625 -130th Ave NE, C -102 • Woodinville, WA • 98072 Gonzalez Residence File Number Figure 2857 1 0 40 80 Scale 1" = 40' 110 HA -3 ,.t °: r2. Si Reference: Based on undated hand drafted site plan provided by Harlan Perkins. TP -1 --2 's' r TP -1 HA -1 Site Plan LEGEND Number and Approximate Location of Test Pit Number and Approximate Location of Hand Auger Cornerstone Geotechnical, Inc. 17625 -130th Ave NE, C -102 • Woodinville, WA • 98072 Phone: (425) 844 -1977 Fax: (425) 844 -1987 Gonzolez Residence File Number I Figure 2 2857 Unified Soil Classification System AJOR DIVISIONS MAJOR GROUP SYMBOL GROUP NAME COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON number 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVEL GW WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL - GRADED SAND, FINE TO COARSE SAND SP POORLY - GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - GRAINED SOILS MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50% OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on Dry- Absence of moisture, dusty, dry visual examination of soil in general to the touch accordance with ASTM D 2488 -83. 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487 -83. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance of soils, and /or test data. Cornerstone Phone: (425) 844 -1977 v Geotechnical, Inc. Fax: (425) 844 -1987 17625 -130th Ave NE, C -102 • Woodinville, WA' 98072 Unified Soil Classification System Figure 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DEPTH TEST PIT ONE USC SOIL DESCRIPTION LOG OF EXPLORATION 0.0 - 2.5 ML BROWNISH GRAY SILT WITH TRACE GRAVEL, ROOTS, ORGANICS AND SILT CHUNKS (SOFT TO MEDIUM STIFF, VERY MOIST) (FILL) 2.5 - 4.1 SM DARK BROWN TO BLACK SILTY FINE SAND WITH ORGANICS AND TRACE GRAVEL (LOOSE TO MEDIUM DENSE, VERY MOIST) (TOPSOIL) 4.1 - 6.1 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND TRACE COARSE SAND - DECREASING SILT CONTENT WITH DEPTH (MEDIUM DENSE TO DENSE, VERY MOIST) 6.1 - 6.7 SW -SM BROWN FINE TO COARSE SAND WITH SILT TO SILTY FINE TO COARSE SAND WITH GRAVEL (DENSE, VERY MOIST) HAND AUGER ONE 0.0 - 0.8 0.8 - 4.6 4.6 - 4.8 HAND AUGER TWO ML SM SM SAMPLES WERE COLLECTED AT 2.2, 3.7, 5.6 AND 6.4 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.7 FEET ON 12 -1 -2009 BROWNISH GRAY SILT WITH TRACE SAND, GRAVEL AND ROOTS (SOFT TO MEDIUM STIFF, VERY MOIST) (FILL) BROWN TO BLACK SILTY FINE SAND WITH ORGANICS AND TRACE GRAVEL AND ROOTS (LOOSE TO MEDIUM DENSE, VERY MOIST) (TOPSOIL) BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (MEDIUM DENSE, VERY MOIST) - REFUSAL ON ROCK SAMPLES WERE COLLECTED AT 2.7 AND 4.7 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 4.8 FEET ON 12 -1 -2009 0.0 - 0.2 GP GRAY FINE GRAVEL WITH TRACE FINE TO COARSE SAND (MEDIUM DENSE, MOIST) - GRAVEL DRIVEWAY 0.2 - 1.0 ML GRAY MOTTLED BROWN SILT (STIFF, MOIST) 1.0 - 1.2 ML GRAYISH BROWN SILT (STIFF TO VERY STIFF, MOIST) SAMPLES WERE COLLECTED AT 0.8 AND 1.5 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 1.2 FEET ON 12 -1 -2009 HAND AUGER THREE 0.0 - 0.4 GP GRAY FINE GRAVEL (MEDIUM DENSE, MOIST) 0.4 - 2.3 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, VERY MOIST) 2.3 - 3.0 SM GRAYISH BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE,WET) - REFUSAL ON ROCK SAMPLES WERE COLLECTED AT 1.6 AND 3.0 FEET MODERATE GROUND WATER SEEPAGE WAS ENCOUNTERED AT 2.3 FEET HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 3.0 FEET ON 12 -1 -2009 CORNERSTONE GEOTECHNICAL, INC. FILE NO 2857 FIGURE 4 Important ml ormation About Your Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims,l and disputes. The following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project - Specific Factors Geotechnical engineers consider a number of unique, project- specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man -made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and /or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled 'limitations' many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE - Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE- member geotechnical engineer for more information. ASFE The nest People on Earth 8811 Colesville Road /Suite G106, Silver Spring, MD 20910 Telephone: 301 /565 -2733 Facsimile: 301 /589 -2017 e -mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechriical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER06045.0M 1. PROJECT INFORMATION FILE COPY" OWNER/ADDRESS: Harlan Perkins TAX PARCEL NUMBER /SITE ADDRESS: 13264 38th Ave S Tukwila, WA 98168 JOB NUMBER: 10105281 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB (Wahab) ABROUS, Ph.D., P.E. HiLine Homes, Inc. Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770 -2244 Ext. 132 Email: Wabrous(a�HiLinehomes.com / , Note: The Above members and calculations stamp intended ' 00 AHAB4 o� �, 0 W " / c • Q ti • ' 11 ,� ssiio o, Fcis 'E° S ionL F 'p' s : .. quo 0 G .;, 1 the structural in the following copied or wet Homes, Inc. Washington Licence No: 36110 Oregon License No: 81419PE f EXPIRES J2 J ( Q_ __ stamp applies to assemblies described only and is valid with a for reuse by HiLine 3. SCOPE OF DESIGN TYPE OF DESIGN -- - -�— LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES. `'' 'f N Structural specifications for residence. APPROVE® RL.. ��® JAN 14 2010 NOV 13 2009 it Of Tukwila PERMIT CENTER "1 ::i mom R 0 ;) ES AND STANDARDS bog._ zi 2 2006 International Building Code (IBC) 2006 International Residential Code (IRC) National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7 American Society for Testing Materials (ASTM) Standard A307 American Plywood Association (APA) Diaphragms and Shear Wall Design /Construction Guide, November 2004 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. PLAN 2413 -08 [30 -PSF SNOW, 85 mph, Exp. C, & SDC Dl] PROJECT INFORMATION AND CRITERIA Page 1 of 20 Revised PROJECT INFORMATION AND CRITERIA Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 4. DESIGN CRITERIA GROUND SNOW LOAD (LIVE LOAD): Pg = 30-psf maximum ROOF DEAD LOAD: Droot = 15 -psf EXTERIOR WALL DEAD LOAD: Dwaii = 15 -psf INTERIOR WALL DEAD LOAD: Dwaii = 10 -psf SEISMIC DESIGN CATEGORY: SDC Di BASIC WIND SPEED: 85 -mph WIND EXPOSURE FACTOR: C ALLOWABLE SOIL PRESSURE: 1,500 -psf MATERIAL SPECIFICATIONS: Framing Material: No. 2 Hem -Fir minimum. Wood Structural Panels: APA Rated 10d Nails Diameter: 0.148 -in 8d Nails Diameter: 0.131 -in Concrete Strength @ 28 -days: 2,500 -psi Anchor Bolts: ASTM A307 Steel Table A. Structural Specifications and Allowable Loads Page 6 Table B. Building Data Page 9 Table C. Wind Design Criteria Page 10 Table D. Seismic Design Criteria Page 11 Table E. Wind Loads Page 12 Table F. Minimum Wind Loads Page 13 Table G. Seismic Loads Page 14 Table H. Controlling Shear Loads Page 15 Table I. Wind Shear Wall Loads Page 16 Table J. Seismic Shear Wall Loads Page 17 Table K. Roof Diaphragm Load Calculations Page 18 Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. CONTENTS Page 2 of 20 LIST OF TABLES Revised PROJECT INFORMATION AND CRITERIA Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 A. Abrous, Ph.D., P.E. DESCRIPTION HiLine Homes, Inc. Page 3 of 20 This report provides engineering calculations and structural design specifications for HiLine Homes Plan 2413. The one -story house is 2413 -sf in area plus a two -car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Laterial engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold - downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is P of 30 -psf. Table C. Wind Design Criteria ASCE Standard 7, Section 6.4, Method 1 - Simplified Procedure, is used for determining wind loads. Wind design criteria are based on an 85 -mph basic wind speed and Building Height and Exposure Factor (a) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7, Section 11.4.2 and Table 20.3 -1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Revised PROJECT INFORMATION AND CRITERIA Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 A. Abrous, Ph.D., P.E. Table E. Wind Loads Wind loads and overturning moments are calculated in Table E for two orthogonal directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring loads. Table F. Minimum Wind Minimum wind loads are provided in Table F based on horizontal pressures equal to 10 -psf and vertical pressures equal to zero per ASCE 7, Section 6.4.2.1.1. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads HiLine Homes, Inc. Page 4 of 20 Table G provides seismic shear loads based on seismic criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7, Section 12.8. This procedure is valid for Occupancy Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. the building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead load on shear walls, and hold -down loads for the various shear wall lengths based on controlling wind shear loads from Table J. Shear wall hold - downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7, Section 2.4. Revised PROJECT INFORMATION AND CRITERIA Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 5 of 20 Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead load on shear walls, and hold -down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold -down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002 -17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised PROJECT INFORMATION AND CRITERIA Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 6 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS Tfi Maximum Applied Shear per Tables I or J (Ib) Wall length under maximum applied shear per Tables I or J (ft) Minimum number of anchor bolts when installed at 72 -in o.c. minimum 2 anchors /mudsill Maximum anchor bolt Load @ 72 -in o.c. minimum 2 anchors per mudsill (Ib) Allowable anchor bolt load for 1 /2 -in dia. ASTM A307 bolts with 6 -in embedment = 944 -lb Install 1 /2 -in dia. ASTM A307 anchor bolts and washer per code @ 72 -in o.c., minimum 6 -in embedment in concrete and maximum 12 -in from end of mudsills with minimum 2 anchors per mudsill. LD- DOWNxSPECIFICATIO All Exterior Wall Lines No Holdowns needed. EAR W EATHING SP ECIFICA All Exterior Wall Lines aximum resistive unit win • s ear oa • per a • le t aximum rests rve um seismic s ear oa• per a. es Basic allowable shear for wind loads = 785 -lb /ft per NDS Table 4.3A for 8d nails @ 6 -in o.c. on edges, 12 -in o.c. in the field, & framing @ 16 -in o.c. per Note b. Adjustments 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(785) = 365- lb /ft. Basic allowable shear for seismic loads = 560 -lb /ft per NDS Table 4.3A for framing @ 16 -in o.c. per Note b. Adjustments are 0.50 for ASD and 0.93 for Hem -Fir framing. Allowable shear = (0.50)(0.93)(560) = 260- Ib /ft. 4,170 42 8 521 944 130 84 365 260 Apply 7/16 -in. OSB wood structural panels to Hem -Fir framing members with 8d nails @ 6 -in o.c. per standard specification. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS All Wall Lines Fasten double top plates together with 10d nails @ 12 -in o.c. and 6 -in o.c. at splices. Overlap splices 4 -ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6 -in o.c. Wall Lines 1 & 2 (Gables) Maximumapp'lied!unit wind shear per. Tables I ?(Ib /.ft:. • :;; . •:. :. ,- .. , .: a .. . 99' Maximum !ap.plied'unit seismic shear per'Table J (Ib%ft) • ". °.. ,' ... 1 . • '59 Basic allowable shear for 10d common nails for 1.5 -in Hem -Fir side member = 102 -lb. Adjustment for 10- minute wind /seismic loads = 1.6. Allowable shear load for 2 -10d common toenails @ 16 -in o.c. = 2(0.83)(12/16)(1.6)(102) = 203- lb /ft. 203 Fasten gable -end trusses to double top plates with 2 -10d toenails @ 16 -in o.c. or 1 -10d nail @ 8- in o.c. Wall Lines A & B (Eaves) Maximum applied unit wind shear per Tables I (lb) 40 Maximum applied unit seismic shear per Table J (lb /ft) 43 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. r 7 h .J = , 'h d��C •,i�aY r .. N StS !'1' + •.,.," 7J� 5 �. -�i "dad 45 1 �`� th " y . e _ w ,.. 'r tsr -fir at '•'; 7 ti RO DI RT#A FRA► M.119�,,G PJECI�F�IC }- At.,-.4 ' �.-y ..0 - 'x° £ .� l� ' } s��..,.+��o.'.'�s n� 'X`'CVxtzi�+r�;i:F��.;'. . '_'.a'�3�" ,� .''r 'm `a..+ ° � 's ?.�,:�`'� iir i;'tt, .. _�.�.�s�''_..� Roof Sheathing Maximum applied unit wind shear per Table I (lb /ft) 130 Maximum applied unit seismic shear per Table J (lb /ft) 84 Basic allowable unit shear for wind /seismic loads = 645/460 -lb /ft per NDS Table 4.2B for 7/16 -in unblocked panel diaphragms. Adjustment factor (AF) for ASD = 0.5. Adjusted allowable unit shear = (0.50)(645/460) = 323/230- Ib /ft. 323/230 Allowable snow (live) load for 7/16 -in APA Span Rated 24/16 with supports @ 24 -in o.c. per APA Table 25 = 40 psf 40 Allowable snow (live) load for 15/32 -in APA Span Rated 32/16 with supports @ 24 -in o.c. per APA Table 25 = 70 psf 75 Up to 40 -psf ground snow load, install 7/16 -in unblocked APA Span Rated 24/16 panels to engineered trusses @ 24 -in o.c. per IBC Case 1. Fasten with 8d nails @ 6 -in o.c. on supported edges and 12 -in o.c. in the field. Install 1 /2 -in panel edge clips midway between each support. See truss blocking and boundary nailing for additional requirements. Beyond 40 -psf ground snow load, use 15/32 -in panels instead. Beyond 70 -psf snow load, use 5 /8 -in sheathing. Truss Blocking & Boundary Nailing A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 7 of 20 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Fasten 2X4 vent blocking in each truss bay with 1 -10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6 -in o.c. Truss Connections (Lateral Loads) !Maximum:applied /unit shear per Tables G -= QLRoo %ft) :.:..:.:.. . : . '._.. -_ .,_ 14' Allowable load for 2 -10d common toenails = (2)(0.83)(1.6)(102) = 271 -lb per truss end. 381 Fasten truss tails to top plates with 2 -10 toenails and a Simpson H2.5A Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Truss Connections (Uplift Loads) Maximum net uplift on truss connection per Table K (lb) -196 Allowable uplift for H1 /H2.5A/ Seismic & Hurricane Ties = 400/535 -lb for Hem -Fir framing. 400/535 Truss Chord Splice Nailing Maximum applied chord tension load per Table K, C = T = M/b = v /b8 (Ib). 1,440 Allowable chord splice tension load for 10d nails @ 6 -in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6 -in o.c. Minimum splice length = 48 -in. A. Abrous, Ph.D., P.E. HiLine Homes, Inc Page 8 of 20 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE B. BUILDING DATA Description I Value Description I Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) 42.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) 58.0 Exterior Walls Dead Load (psf) 15 Roof Slope (6/12) 0.5 Partition Walls Dead Load (psf) 10 Length of Gable -End Roof Overhang (ft) 1.0 Length of Eave -End Roof Overhang (ft) 1.3 MEAN AND MAXIMUM BUILDING HEIGHTS Wall Height (ft) 7.8 MAIN FLOOR DIMENSIONS Mean Height (ft) 13.0 Wall Height (ft) 7.8 Maximum Height (ft) 18.3 Transverse Exterior Walls Length (ft) 84.0 Longitudinal Exterior Walls Length (ft) 116.0 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Partitions Length (ft) 97.0 Least horizontal Building Dimension, b (ft) 42.0 Longitudinal Partitions Length (ft) 93.0 0.4 * Mean Building Height (ft) 5.204 0.1 *b (ft) 4.2 Additional Transverse Dimensions End Zone Dimension, a (ft) 4.2 Left Wall Length (ft) 42.0 Adjusted End Zone Dimension, a (ft) 4.2 Center Wall Length (ft) 42.0 Length of End Zone, 2a (ft) 8.4 Right Wall Length (ft) 42.0 Additional Longitudinal Dimensions BUILDING ENCLOSED AREA Front Wall Length (ft) 58.0 Building Enclosed Area (sf) 2,413.0 Center Wall Length (ft) 58.0 Garage Enclosed Area (sf) 0.0 Rear Wall Length (ft) 58.0 Building and Garage Enclosed Area (sf) 2,413.0 SNOW DATA Maximum Ground Snow Load, p (psf) Assumed 30.0 Exposure Factor, C ASCE 7 -05 Table 7 -2, for Exposure C 1.0 Thermal Factor, C ASCE 7 -05 Table 7 -3, for Residences 1.0 Snow Importance Factor, I ASCE 7 -05 Table 7 -4, for Category II 1.0 Slope Factor, C ASCE 7 -05 Figure 7 -2a 1.0 Flat Roof Snow Load, p (psf) ASCE 7 -05 Equation 7 -1, p = 0.7 C C I p 21.0 Sloped Roof Snow Load, P. (psf) Sloped Roof Snow Load (= C p 21.0 Note: Width is measured perpendicular to the wind direction and length parallel to the wind direction. A. Abrous, Ph.D., P.E. Revised HiLine Homes, Inc. BUILDING DATA Page 9 of 20 Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE C. WIND DESIGN CRITERIA Description I Value Description I Value Wind Input Data TRANSVERSE Building Zone Data Basic Wind Speed V3s (mph) 85 Horizontal Wind Force Loading Wind Exposure Category C Transverse Zones A & B Width (ft) 8.4 Simplified Method per ASCE 7 64 Yes Transverse Zones C & D Width (ft) 49.6 Importance Factor -1W 1.00 Transverse Zones A & C Height (ft) 7.8 Exposure & Height Factor, A 1.21 Transverse Zones B & D Height (ft) 10.5 Topographical Factor, Kzt 1.00 Vertical Wind Force Loading Transverse Roof Zones E & F Width (ft) 8.4 Transverse Roof Zones G & H Width (ft) 49.6 Design Wind Pressures (psf) Transverse Roof Zones E & F Length (ft) 21.0 A - End Zone of Wall 14.4 Transverse Roof Zones G & H Length (ft) 21.0 B - End Zone of Roof 2.3 C - Interior Zone of Wall 10.4 LONGITUDINAL Building Zone Data D - Interior Zone of Roof 2.4 Horizontal Wind Force Loading E - End Zone of Windward Roof -6.4 Longitudinal Zone A Width (ft) 8.4 F - End Zone of Leeward Roof -8.7 Longitudinal Zone C Width (ft) 33.6 G - Interior Zone of Windward Roof -4.6 Longitudinal Zone A Height (ft) 9.9 H - Interior Zone of Leeward Roof -7.0 Longitudinal Zone C Height (ft) 13.8 Eo - End Zone of Windward OVHG Roof -11.9 Vertical Windforce Loading Go - Interior Zone of Windward OVGH Roof -10.1 Longitudinal Roof Zones E & F Width (ft) 8.4 Longitudinal Roof Zones G & H Width (ft) 33.6 Longitudinal Roof Zones E & G Length (ft) 29.0 Longitudinal Roof Zones F & H Length (ft) 29.0 Note: Width is measured perpendicular to the wind direction and length parallel to the wind direction. A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 10 of 20 Revised WIND DESIGN CRITERIA Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE D. SEISMIC DESIGN CRITERIA Description I Reference /Calculation I Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Occupancy Category ASCE Standard 7, Table 1 -1 II Seismic Importance Factor, IE ASCE Standard 7, Table 11,5 -1. 1.0 Default Seismic Site Classification ASCE Standard 7, Table 20.3 -1 D Seismic Design Category IRC Table R301.2.2.1.1 D1 Response Modification Coefficient, R (OSB) ASCE Standard 7, Table 12.2 -1 6.5 Response Modification Coefficient, R (GWB/X) ASCE Standard 7, Table 12.2 -1 4.0 Building Period Parameter: C ASCE Standard 7, Table 12.8 -2 0.02 Redundancy Factor, p ASCE Standard 7, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, Sips (g) IRC Table R301.2.2.1.1, for SDC D1 0.830 Mapped MCE Long Period Acceleration, S (g) ASCE Standard 7, Figure 22 -2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, Table B 21.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 13.0 Building Period, T = Cth314 (sec) ASCE Standard 7, Section 12.8.2.1 0.137 Site Long Design Period Acceleration, SD1 (g) ASCE Standard 7, 11.4.4, SD1 = 2/3SM1 0.400 T = 0.2 *S /S (sec) ASCE Standard 7, Section 11.4.5 0.096 T = S /S (sec) ASCE Standard 7, Section 11.4.5 0.482 CHECK FOR VALIDITY OF USE OF "EQUIVALENT LATERAL FORCE PROCEDURE" Is Period T < T <_ T ASCE Standard 7, Section 11.4.5 Yes Is Design Spectral Response, S. = S DS ? ASCE Standard 7, Section 11.4.5 Yes Use of Equivalent Lateral Force Procedure? ASCE Standard 7, Section 12.8 Yes COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: Cs = SDS *IE /R (OSB) IASCE Standard 7, Section 12.8.1.1 I 0.128 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 11 of 20 Revised SEISMIC DESIGN CRITERIA Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE E. WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht. /Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind Loa Transverse Wall Zone A 14.4 8.4 7.8 65.2 1,136 3.9 4,407 Transverse Roof Zone B 2.3 8.4 10.5 88.2 245 7.8 1,905 Transverse Wall Zone C 10.4 49.6 7.8 384.9 4,844 3.9 18,793 Transverse Roof Zone D 2.4 49.6 10.5 520.8 1,512 7.8 11,736 Lateral Force /Moment 4,748 36,841 Vertical Wind Loads Transverse Roof Zone E -6.4 8.4 21.0 176.4 -1,366 31.5 43,030 Transverse Roof Zone F - 8.7 8.4 21.0 176.4 -1,857 10.5 19,498 Transverse Roof Zone G -4.6 49.6 21.0 1,041.6 -5,798 31.5 182,623 Transverse Roof Zone H -7.0 49.6 21.0 1,041.6 -8,822 10.5 92,635 Roof Overhang Zone E -11.9 8.4 1.3 11.2 -161 42.7 6,863 Roof Overhang Zone F - 8.7 8.4 1.3 11.2 -118 -0.7 -78 Roof Overhang Zone G -10.1 49.6 1.3 66.0 -806 42.7 34,396 Roof Overhang Zone H -7.0 49.6 1.3 66.0 -559 -0.7 -372 Uplift Force and Overturning Moment on Building - 19,486 378,596 Total Overturning Moment Due to Transverse Wind Loading 415,436 Unit Uplift on Building (psf) -8.1 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 14.4 8.4 9.9 82.8 1,443 4.9 7,115 Longitudinal Wall Zone C 10.4 33.6 13.8 463.6 5,834 6.9 40,247 Lateral Force /Moment 4,631 47,361 Vertical Wind Loads Longitudinal Roof Zone E -6.4 8.4 29.0 243.6 -1,886 43.5 82,060 Longitudinal Roof Zone F -8.7 8.4 29.0 243.6 -2,564 14.5 37,183 Longitudinal Roof Zone G -4.6 33.6 29.0 974.4 -5,424 43.5 235,923 Longitudinal Roof Zone H -7.0 33.6 29.0 974.4 -8,253 14.5 119,671 Roof Overhang Zone E -11.9 8.4 1.0 8.4 -121 58.5 7,076 Roof Overhang Zone F -8.7 8.4 1.0 8.4 -88 -0.5 44 Roof Overhang Zone G -10.1 33.6 1.0 33.6 -411 58.5 24,022 Roof Overhang Zone H -7.0 33.6 1.0 33.6 -285 -0.5 -142 Uplift Force and Overturning Moment on Building - 19,032 505,836 Total Overturning Moment Due to Longitudinal Wind Loads 553,1 Unit Uplift on Building (psf) -7.9 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. A. Abrous, Ph.D., P.E. Revised 11/6/2009 HiLine Homes, Inc. WIND LOADS Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS Page 12 of 20 Printed 11/6/2009 TABLE F. MINIMUM WIND LOADS Zone Wind Pressure (psf) Zone Width (ft) Zone Ht. /Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) TRANSVERSE WIND LOADING Horizontal Wind L oads Transverse Wall Zone A 10.0 8.4 7.8 65.2 652 3.9 2,529 Transverse Roof Zone B 10.0 8.4 10.5 88.2 882 7.8 6,844 Transverse Wall Zone C 10.0 49.6 7.8 384.9 3,849 3.9 14,934 Transverse Roof Zone D 10.0 49.6 10.5 520.8 5,208 7.8 40,414 Lateral Force /Moment 8,340 64,722 Vertical Wind Loads Transverse Roof Zone E 0.0 8.4 21.0 176.4 0 31.5 0 Transverse Roof Zone F 0.0 8.4 21.0 176.4 0 10.5 0 Transverse Roof Zone G 0.0 49.6 21.0 1,041.6 0 31.5 0 Transverse Roof Zone H 0.0 49.6 21.0 1,041.6 0 10.5 0 Roof Overhang Zone E 0.0 8.4 1.3 11.2 0 42.7 0 Roof Overhang Zone F 0.0 8.4 1.3 11.2 0 -0.7 0 Roof Overhang Zone G 0.0 49.6 1.3 66.0 0 42.7 0 Roof Overhang Zone H 0.0 49.6 1.3 66.0 0 -0.7 0 Uplift Force and Overturning Moment on Building 0 0 Total Overturning Moment Due to Transverse Wind Loading 64,722 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 10.0 8.4 9.9 82.8 828 4.9 4,083 Longitudinal Wall Zone C 10.0 33.6 13.8 463.6 4,636 6.9 31,982 Lateral Force /Moment 3,583 36,066 Vertical Wind Loads Longitudinal Roof Zone E 0.0 8.4 29.0 243.6 0 43.5 0 Longitudinal Roof Zone F 0.0 8.4 29.0 243.6 0 14.5 0 Longitudinal Roof Zone G 0.0 33.6 29.0 974.4 0 43.5 0 Longitudinal Roof Zone H 0.0 33.6 29.0 974.4 0 14.5 0 Roof Overhang Zone E 0.0 8.4 1.0 8.4 0 58.5 0 Roof Overhang Zone F 0.0 8.4 1.0 8.4 0 -0.5 0 Roof Overhang Zone G 0.0 33.6 1.0 33.6 0 58.5 0 Roof Overhang Zone H 0.0 33.6 1.0 33.6 0 -0.5 0 Uplift Force and Overturning Moment on Building 0 0 Total Overturning Moment Due to Longitudinal Wind Loads 36,066 Unit Uplift on Building (psf) 0 0 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. A. Abrous, Ph.D., P.E. Revised 11/6/2009 HiLine Homes, Inc. MINIMUM WIND LOADS Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS Page 13 of 20 Printed 11/6/2009 SEISMIC SHEAR LOADS Building Component Load (psf) Height/ Width (ft) Length (ft) Area (sf) Seismic Weight (Ib) Seismic Shear (Ib) Roof Diaphragm & Ceiling 15.0 862 2,413 36,195 4,622 20% of Flat Roof Snow Load > 30 -psf 0.0 461 2,413 0 0 Transverse Exterior Walls 15.0 7.8 84.0 652 4,889 624 Longitudinal Exterior Walls 15.0 7.8 116.0 900 6,751 862 Transverse Partitions 10.0 7.8 97.0 753 3,764 481 Longitudinal Partitions 10.0 7.8 93.0 722 3,608 461 Total Dead Load for Restoring Moment • 74,219 Roof Diaphragm Tributary Dead Load • 55,207 Total Strength Level BASE SHEAR : " " 7,050 Total ASD BASE SHEAR '' 4,935 OVERTURNING ANALYSIS DUE TO LONGITUDINAL FORCES Building Component 4,622 Force (Ib) Dist. (ft) Moment (ft. lb) Roof Diaphragm & Ceiling 862 4,622 7.8 35,865 Transverse Exterior Walls 461 624 7.8 4,844 Transverse Partitions 74,219 481 7.8 3,729 Total Dead Load 46,131 Total Moment Due to Transverse Wind Forces 74,219 29.0 2,152,351 Total Moment Due to Longitudinal Seismic Forces 6/10 of Total Restoring Moment in Transverse Loading 44,439 Total Moment Due to Longitudinal Wind Forces . . - • • •, ..OVERTURNING STABILITY 553,198 Total Restoring Moment in Longitudinal Loading 2,152,351 6/10 of Total Restoring Moment in Longitudinal Loading 1,291,411 w p b , k, VERTURNINLI; %. 1. ..a5.. ...b._GST.•. .. ABI "s`.. ,:OK t.. :it «La i- L°.. Roof Diaphragm & Ceiling 4,622 7.8 35,865 Longitudinal Exterior Walls 862 7.8 6,690 Longitudinal Partitions 461 7.8 3,576 Total Dead Load 74,219 21.0 1,558,599 Total Moment Due to Transverse Seismic Forces 46,131 Total Moment Due to Transverse Wind Forces 415,436 Total Restoring Moment in Transverse Loading 1,558,599 6/10 of Total Restoring Moment in Transverse Loading 935,159 . . - • • •, ..OVERTURNING STABILITY . : ;::OK :: A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 14 of 20 TABLE G. SEISMIC LOADS OVERTURNING ANALYSIS DUE TO TRANSVERSE FORCES Revised SEISMIC LOADS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE H. CONTROLLING SHEAR LOADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal Wind Load (Ib) 4,748 4,631 N/A N/A Minimum Wind Load (Ib) 8,340 3,583 N/A N/A Controlling Wind Load (Ib) 8,340 4,631 N/A N/A Strength Level SeismicLoad (Ib) 7,050 7,050 ASD Seismic Diaphragm Load (Ib) 4,935 4,935 N/A N/A A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 15 of 20 Revised CONTROLLING LOADS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 29.0 29.0 58.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 4,170 4,170 8,340 Wall Length (ft) 42.0 42.0 Applied Unit Shear (Ib /ft) 99 99 Shear Wall Length (ft) k :7.'.f� k•:i Resisth ar:(Ib 32 0 1 38 0 Shear Wall Height (ft) 7.8 7.8 Unit DL on Wall (Ib /ft) 225 225 0.60 *[Unit DL on Wall] (lb /ft) 135 135 Max. Hold -Down 13.0 -ft SW (Ib) 134 Max. Hold -Down 19.0 -ft SW (Ib) -271 -431 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification A B Check Wall Type OSB OSB Total Tributary Load Distance (ft) 21.0 21.0 42.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (lb) 2,315 2,315 4,631 Wall Length (ft) 58.0 58.0 Applied Unit Shear (lb /ft) 40 40 Shear Wall Length (ft) 33.5 29.5 Resistive Unit Shear (lb /ft) r 69 78 y 4k Shear Wall Height (ft) 7.8 7.8 Unit Wall DL (lb /ft) 167 167 0.6 *[Unit DL on Wall] (lb /ft) 100 100 Max. Hold -Down 4.0 -ft SW (Ib) 337 409 Max. Hold -Down 5.0 -ft SW (Ib) 287 359 Max. Hold -Down 15.5 -ft SW (Ib) -238 Max. Hold -Down 16.0 -ft SW (Ib) -190 HiLine Homes, Inc. Page 16 of 20 Revised WIND SHEAR LOADS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary a Load'Distance.:(ft) • • • 29:0 - :. "29:0 •• ; . J ; . ' 5820 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 2,467 2,467 4,935 Wall'Lengtl ,(ft, . 42:0 • .•. • .421,0; . .. . Applied Unit Shear (lb /ft) 59 59 Shear Wall Length ((ft) . . 32.0 ,. • •. •:,, 38 :0' •• • • . . > }' Resistive l iiif Shear (,ib/ft). ; F 77 • } � 1S ;ria ti ', :Ly ' " v "x1, r •.L 4- Shear Wall Height (ft) 7.8 7.8 Unit DL on Wall (lb /ft) 225 225 0.60 *[Unit DL on Wall] (lb /ft) 135 135 Max. Hold -Down 13.0 -ft SW (Ib) -279 Max. Hold -Down 19.0 -ft SW (lb) -684 -779 LONGITUDINAL LOADS Floor Level I Main Floor Level Second Level Wall Identification A B Check Wall Type OSB OSB Total Tributary Load Distance (ft) 21.0 21.0 42.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 2,467 2,467 4,935 Wall Length (ft) 58.0 58.0 Applied Unit Shear (lb /ft) 43 43 Shear Wall Length (ft) 33.5 . 29.5 , "`.)"�7}4C: '1���•'"��J"�' � .�- i.2Z�' ..,.. .....i;eF' `• r; (Ib /t) :Resistive Unit Shear � �:w �s;._:: S: y: 4�oe irryr� ::. Sayt� '�°. '"� : T4. `,= r � =.P.. "�"• t �� r k} •� .. ' r]..at�� �.oa }R � t,4 ¢W 7 ��'w R�',.� " f� {�.. 84 6..c.ir:S..�: MAR L t - F. �SM`.�s.�.. ,m {. ; �f...`� , wqF � �,: 7�.�reT; t evil '+' � , �x .S +.1,...,:d tr.'S,ry - •qp ... � Wig 7 Shear Wall Height (ft) 7.8 7.8 Unit Wall DL (lb /ft) 167 • 167 0.6 *[Unit DL on Wall] (lb /ft) 100 100 Max. Hold -Down 4.0 -ft SW (Ib) 372 • . 449 Max. Hold -Down 5.0 -ft SW (Ib) 322 ., 399 , Max. Hold -Down 15.5 -ft SW (lb) -203 • Max: Hold - Doown 1.6:0 -ft .SW. ON ., . , � .... ....... • =150. . • . A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 17 of 20 Revised SEISMIC SHEAR LOADS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 TABLE K. ROOF DIAPHRAGM CALCULATIONS Description I Reference I Equation /Comment I Value ROOF /FLOOR DIAPHRAGM CALCULATIONS TRANSVERSE LOADS Diaphragm Depth (ft) Table B Dimension b 42 Fpx Story Coefficient Table D SDS I/R 0.1277 Diaphragm Weight - wpx (Ib) Table G wpx 55,207 Diaphragm Shear - Fpx Table G Fpx 4,935 Diaphragm Shear/Weight Ratio ( Fpx/wpx) ASCE Sect. 12.10.1 Fpx/wpx 0.0894 Lower limit coefficient (0.2 SDS IE) ASCE Sect. 12.10.1 0.2 SDS IE 0.1660 Upper limit coefficient (0.4 SDS IE) ASCE Sect. 12.10.1 0.4 SDS IE 0.3320 Adjusted Coefficient Compared to Lower Limit ASCE Sect. 12.10.1 0.1660 Adjusted Coefficient Compared to Upper Limit ASCE Sect. 12.10.1 0.1660 Strength Level Diaphragm Shear (Ib) ASCE Sect. 12.10.1 QE 9,164 Strength Level Diaphragm Unit Shear (lb /ft) Calculation 1/2 Q/b 109 Service Level Diaphragm Shear (Ib) Calculation Q = 0.7QE 6,415 Service Level Diaphragm Unit Shear (lb /ft) Calculation yr = 76 SHEAR WALL DEFLECTION CALCULATIONS Cross Sectional Area of Shear Wall Chords (in Design Drawings Achord = 2(1.5)(5.5) = 16.5 Shear Wall Height, h (ft) Design Drawings h = 7.8 Average Shear Wall Length, b (ft) Design Drawings b = 17.5 Average Unit Shear lb /ft Table I vASD 70.5 Maximum SL Seismic Unit Shear, v, (lb /ft) Table I v = 99 Shear Wall Bending Deflection, y (in) Calculation Yb = 8V 0.0010 Shear Wall Shear Deflection, Y. (in) Calculation Ys = vh /Gt 0.0092 Shear Wall Nail Spacing, S (in) Specifications Sp = 6 Number of nails per foot Caculation S 2 Unit Shear Per Nail, vnaii (Ib) APA Design Guide' vnaii = v/S 49.4 Nail Load Factor, o APA Design Guide' of = vnaii / 616 0.0801 Nail Slip Factor, e APA Design Guide' e = 1.2*(v 0.0006 Nail Slip Deflection, y., (in) APA Design Guide' Yns = 0.75he 0.0034 Hold -Down Deflection, Yhd (in) APA Design Guide' Yhd = had /b 0.0146 Total Shear Wall Deflection, Y.,, (in) Calculation Ysw = Yb + Ys + Yns + Yhd 0.0282 Calculated Story Drift, (in) Calculation • = Cd Yswll 0.11 Allowable Story Drift, Y. (in) ASCE 7 Table 12-12-1 0.020h 1.86 Does calculated deflection satisfy code maximum drift, 6x <_ 0.020h, per ASCE 7 Sec. 12.8.6 YES A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 18 of 20 Revised ROOF DIAPHRAGM CALCULATIONS Printed 11/6/2009 Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS 11/6/2009 ROOF DIAPHRAGM DEFLECTION CALCULATIONS Modulus of Elasticity - Diaphragm Chord, E (psi) NDS - Table 4A No. 2 Hem -Fir, E = 1,300,000 Cross Sectional Area of Diaphragm Chords (in Design Drawings Achord = 2(1.5)(5.5) = 16.5 Diaphragm Length (ft) Design Drawings L = 58 Blocked Bending Deflection (in) APA Design Guide' y = 5v /8EAb 0.0148 Shear Modulus, Gt (lb /in) Table A -3 7/16 -in OSB 83,500 Shear Deflection of Sheathing Panel (in) APA Design Guide' y = vL /4Gt 0.0189 Diaphragm Nail Spacing, S (in) Specifications Sp = 6 Number of nails per foot Calculation S = 2 Unit Shear Per Nail, vnaii (lb) APA Design Guide' vnaii = v/S 54.5 Nail Load Factor, of Calculation of = v /616 0.0886 Nail Slip Factor, e APA Design Guide/ e = 1.2 *(v /616) 0.0008 Nail Slip Deflection, y (in) APA Design Guide' yns = 0.188Le 0.0087 Chord Splice Deflection, y (in) APA Report T2002 - 17 April 17, 2002 0.0625 Total Blocked Deflection, y (in) Yd = Yb +ys + Yns + Ycs 0.1049 Factor for Unblocked Diaphragms APA Report T2002 - 17 April 17, 2002 2.50 Unblocked Diaphragm Deflection (in) APA Design Guide Calculation 0.26 Check Diaph. /Shear Wall Deflection Ratio >2.0 Calculation Yd /Ysw ? 2.0? 9.29 Diaphragm /Shear wall deflection ratio is > 2.0 so assumption that diaphragm is flexible is okay per ASCE 7 -02 Standard Section 9.5.2.3.1. (Diaphragms constructed of wood structural panels in one and two - family residential buildings are permitted to be idealized as flexible per ASCE Standard 7 -05.) DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (Ib) Calculation V = 8,340 Diaphragm Span (ft) Design Drawings b = 42 Diaphragm Length (ft) Design Drawings L = 58.0 Diaphragm Unit Shear (lb /ft) Calculation w = V/L = 144 Diaphragm Maximum Moment (ft -lb) Calculation M = wL /8 = 60,468 Diaphragm Chord Force (lb) ` Calculation C = T = M/b = 1,440 Allowable Nail Load (Ib) NDS Table 11N H -F & 10d Common 102 Adjustment For Wind /Seismic Loads NDS Table 2.3.2 10- minute loads 1.6 Adjusted Allowable Nail Load (Ib) Calculation F = 1 . 6 FNaii 163.2 Minimum Number of Nails Required At Splices Calculation NN - Min = C /F 8.8 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Lsplice = SNN -Min 36.0 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force (lb) Calculation 1Od @ 6 -in o.c. 1,469 Axial Chord Stess (psi) Calculation Fo t = C/A = T/A 87 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Hem -Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem -Fir 500 Note 1: Diaphragms And Shear Wall - Design /Construction Guide, November 2004. A. Abrous, Ph.D., P.E. Revised 11/6/2009 HiLine Homes, Inc. ROOF DIAPHRAGM CALCULATIONS Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS Page 19 of 20 Printed 11/6/2009 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 38.0 Tributary Area to Truss Connection (sf) Trusses © 24 -in o.c. A = 2b/2 = b 38.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5`(13.8 +9.6)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 110 mph, D (psf; Calculated [0.5 *(23.1 +16)] x 1.47 -28.7 Maximum Wind Uplift Pressure, 120 mph, C (psf) Calculated [0.5 *(27.4 +19.1)] x 1.21 -28.1 Maximum Wind Uplift Load At Connection (lb) 85 mph, Exp. C Fup = pA -538 Maximum Wind Uplift Load At Connection (Ib) 110 mph, Exp. D Fup = pA -1,092 Maximum Wind Uplift Load At Connection (Ib) 120 mph, Exp. C Fup = pA -1,069 Roof Unit Dead Load, w (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) FDL =0.6 w 342 Net Load to Truss Connection (Ib) 85 mph, Exp. C FNet = Fup + FDL -196 Net Load to Truss Connection (Ib) 110 mph, Exp. D FNet = Fup + FDL -750 Net Load to Truss Connection (Ib) 120 mph, Exp. C FNet = Fup + FDL -727 Allowable Uplift for Simpson H10 Clip (lb) SPF /Hem -Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip (Ib) SPF /Hem -Fir with 160% Increase 535 Allowable Uplift For Simpson H1 Clip (Ib) SPF /Hem -Fir with 160% Increase 400 A. Abrous, Ph.D., P.E. Revised 11/6/2009 HiLine Homes, Inc. ROOF DIAPHRAGM CALCULATIONS Plan 2413 -08 30 -PSF Snow, 85 mph, Exp C, & SDC D1_PERKINS Page 20 of 20 Printed 11/6/2009 February 9, 2010 Mr. Harlan Perkins 21211 95 Court S. Kent, WA 98031 Subject: Request to Reattach Overhead Power On Site for Gonzalez Residence (arson replacement structure) 13264 38 Avenue South, Tukwila WA Permit: D09 -242 In reference to your January 11, 2010 request to reattach overhead power to the new structure, this letter is to confirm that Public Works approves the overhead connection. If you have any questions, please contact me at (206)431 -2440. Sincerely, i.. .l it ia- ( ?t 7 c-■7 J•nna Spencer Public Works Development Engineer JS:lw City of Tukwila Department of Public Works (W:PW Eng/Other /Joanna Spencer /Letter Harlan Perkins 020910) Jim Haggerton, Mayor Bob Giberson, P.E., Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 433 -0179 • Fax: 206- 431 -3665 i City of Tukwila January 11, 2010 Permit # D09 -242 Gonzalez residence 13264 38 Ave s Tukwila WA. 98168 Joanna Spencer Public Works Harlan Perkins 206 - 396 -4351 RECEWED JAN 11 2010 TUKWILA PUBLIC WORKS Request to reattach over head power on site of arson replacement structure. The existing home has overhead power to it for the last 60or so years. The proposed new structure will be in a simNar placement for power attachment. The reasons we are requesting to reuse the overhead power is that there are several expensive obstacles in the way. The power supply pole for the property is placed up a hill 6' behind a 3'tall ecology block wall. There is a 10" storm water line that was installed behind the ecology block wall. These costs of removing and replacing the block wall, digging out the hillside around the storm water drain without undermining the power pole above are the reasons that I am requesting to reattach the existing overhead power to the replacement structure. Attached is a drawing of the area mentioned above. Thank you for looking at this and understanding the challenges of rebuilding a home with existing conditions around it. If anyone from your department would like to meet onsite to go over the conditions I would be glad to give a site tour. December 28, 2009 Harlan Perkins 21211 95 Ct S Kent WA 98031 RE: Letter of Incomplete Application # 3 Development Permit Application D09 -242 Gonzales Residence — 13264 38 Ave S Dear Mr. Perkins, ft ity T epartment of Community Development Jack Pace, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 13, 2009 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following departments need to be addressed: Planning Department: Jamie Reavis at 206 - 431 -3659 if you have questions concerning the following comment. 1) Planning's comments from the December 16` incomplete letter were not addressed. Please see attached memo for reference. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, File: D09 -242 fer Marshall it Technician W: \Permit Center \Incomplete Letters\2009 \D09 -242 Incomplete Ltr 43.DOC Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 o Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 DATE: APPLICANT: RE: ADDRESS: December 15, 2009 Harlan Perkins D09 -242 13264 38 Ave S PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. 1. Show on site plan the location and dimensions of parking area to accommodate at least 2 cars. Indicate on site plan the type of surface (i.e., asphalt, concrete, etc.) to be used for the parking area. 2. The only elevation for which a roof pitch is shown is the "Left Elevation." Show the roof pitch for all roof pitch areas. 3. Change the labels for elevations on Sheet A3 to "North ", "South ", "East" and "West" instead of "Front ", "Rear", etc. December 16, 2009 Harlan Perkins 21211 95 Ct S Kent WA 98031 Dear Mr. Perkins, • ity of Tu & 5i 1a epartment of Community Development Jack Pace, Director RE: Letter of Incomplete Application # 2 Development Permit Application D09 -242 Gonzales Residence — 13264 38 Ave S This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 13, 2009 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following departments need to be addressed: Jim Haggerton, Mayor Building Department: Allen Johannessen at 206 433 -7163 if you have questions concerning the following comment. 1) Please provide all remaining plans and documents as requested per previous letter. Planning Department: Jamie Reavis at 206 - 431 -3659 if you have questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messen;aer service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, ` R,,,,„,iy-- Bill Rambo Permit Technician File: D09 -242 W:\Permit Center \Incomplete Letters\2009\D09 -242 Incomplete Ltr #2.DOC 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 o Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 APPLICANT: Harlan Perkins RE: D09 -242 ADDRESS: 13264 38 Ave S • 0 PLANNING DIVISION COMMENTS DATE: December 15, 2009 Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. 1. Show on site plan the location and dimensions of parking area to accommodate at least 2 cars. Indicate on site plan the type of surface (i.e., asphalt, concrete, etc.) to be used for the parking area. 2. The only elevation for which a roof pitch is shown is the "Left Elevation." Show the roof pitch for all roof pitch areas. 3. Change the labels for elevations on Sheet A3 to "North ", "South ", "East" and "West" instead of "Front ", "Rear", etc. f November 17, 2009 Harlan Perkins 21211 95 Ct S Kent WA 98031 Dear Mr. Perkins, Sincerely, fifer Marshall it Technician File: D09 -242 • le y of T 1 • RE: Letter of Incomplete Application # 1 Development Permit Application D09 -242 Gonzales Residence — 13264 38 Ave S This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 13, 2009 is determined to be incomplete. Before your application can continue -the plan review process the attached items from the following departments need to be addressed: If you have any questions, please contact me at the Permit Center at (206) 431 -3670. W:\Pennit Center \Incomplete Letters\2009\D09- 242 Incomplete Ltr # 1.DOC Jim Haggerton, Mayor epartment of Community Development Jack Pace, Director Building Department: Allen Johannessen at 206 433 -7163 if you have questions concerning the attached comments. Fire Department: Alan Metzler at 206 575 -4407 if you have questions concerning the following comment. 1. Provide Certificate of Water Availability from King County Water District #125. (Please note that Certificate of Sewer Availability from Valley View Sewer District is also required.) Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southeenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 f Determination of Completeness Memo Date: November 17, 2009 Project Name: Gonzalez Residence Permit #: D09 -242 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide a geotechnical analysis report for this site. Geotechnical report shall include specifications for footings and recommendations for foundation/footing drainage. 2. The site plan does not show a footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 3. Show elevation bench -marks of this site and indicate the finish floor elevation of the house and finish grade relative to the elevation bench - marks. 4. One area of concern is the depth of the foundation and crawl space relative to the slopes indicated. Elevation plan details show a building on a relatively flat lot. However the site plan provided show a sloping lot. If the foundation is to be stepped please provide specific elevation construction details. Elevation plan details shall also indicate finish grade consistence with this sloping building site. Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. WHEN RECORDED, RETURN TO: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Assessor's Tax Parcel ID Numbers: 734060 - 0920 01101110111111111111 11 CITY OF TUKWIL AG 65.00 PAGE -001 OF 004 08/20/2010 14:49 KING COUNTY, WA 1 of 4 i V Grantor: Sidney P. Gonzalez Grantee: The City of Tukwila Legal Description (Abbreviated): A Portion of the SE 1/4 and the NE 'A of the NW I/4, Sec. 15, T. 23 N., R. 4 E., WM. Full Legal Description: The North 225.30 feet of the South 285.30 feet of the East 120 feet of Tract 60, Riverside Interurban Tracts, according to the plat thereof recorded in Volume 10 of Plats, page 74, in King County, Washington; EXCEPT the North 67.65 feet thereof. SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between Sidney P. Gonzalez, an individual ( "Grantor), and the City of Tukwila, a Washington municipal corporation ( "Grantee "). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described above. WHEREAS, a portion of the Property contains sensitive areas and the Property is adjacent to sensitive areas of potential geologic instability (potential slide areas). WHEREAS, as a condition of the issuance of short plat approval, land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. D09 -24Z WHEREAS, Grantor assumed this obligation in order to obtain said building permit approval under permit no. D09 -242 for the Property. WHEREAS, Grantor has performed a geological engineering report, prepared by Cornerstone Geotechnical, Inc., dated December 8, 2009. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained- for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 5. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. 2 of 4 IN WITNESS WHE OF, said individual has c. sed this instrument to be executed this pit day of J;A , 20 I t Ir. t o/ pe rry 4 Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that S id ilk 5 Ped -oza Go n zc)ez is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. Notary Public State of Washington LESLIE A KAHOUN My Appointment Expires Oct 16, 2013 • -4 ..r +o— . 43. sir .4,, .rb Dated (421N I ao 3 of 4 Notary Public 1:sr\t inand for v 1 th � e (� State of Washington residing at i U , My appointment expires LD IUD 1,30‘7) DATED this DI, day of GRANTEE: CITY OF TUKWILA erk M A est/Auth nticated: Arr j erk City C STATE OF WASHINGTON ) ss. County of King n ) On this �r�/ day of J Vl I `- , 2010, before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared Jim Haggerton, known to me to be the Mayor, of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year above written. `. M. O°p 11 ., : n ~ tf g .t` ,= ‘,III„ a, '14 4 of 4 , 2010. Appro d As to Form: rorne' print name NOTARY PUBL in and for the State of ashington, residing at 0 20051223001971 JAMES LARSEN SIDNEY GONZALEZ q631kniing &sallied real estate situated in the County of KING !.: ''''''.. Srke stew I lost AimmiNumbet(s): .?' s THH 15.0 H 2PUBT OP THE SOUTH 205.30 PUT OP TH14,6ASt 1Zo PERT OP TRiOI,40, FIV4,RSIDE'INTEaURBAN TRACTS, ACCORDING TO TNO ElIWTHER20F4 acdtban Tir/voLuo 1O OF PLATS, PAGE 74, IN KING COUNTY, 14ABHUGTON; .,. .., ,„ ACEPT,Ti4E5NORTH 67.4 PBET„THBREOP: t . TOGETUER WI TID... AV' EAS4INT FOR "iNGRESS EGRESS AND =WTI ES . OVER, ACROSS .06. urriatt T POET , OP THE WEST 6 6 . 6 5 FEET OP TEE EAST 100 .65 VEI4 OP THPi SOUTIr 21.7. . 60 Oft; OF SAID TRACT 60. SUBJECT TO: BEZRIEIT "A" ATTACHED BEUTO AND MADE A PART HEREOF 734060092008 1118204 ' kl ..,-.— ..,. :, ; " :"' '•--. "..... ....7-- , : - .: :.• •,.. .t t : ..... .r ... .1 .;* f -''..... ... .. .. .. .. a ° f' 401' 1\ • . Ly_ • is et. k 4 1/411' ., 5, . r 'l„ •••: ',WAN •Lf.'"' • 4 • • .,••• • ; • •••• •SS •••••., -••••V ‘••• - ••■ •••• -••• • \ .55. • .•• • .,?•" s fl5 • , 4 5 • , , • ' • st 11`. • „ S 1, "", • ".1. •t I NFEAOMPINT FOR SIDE SP= AFFECTING TEE PuRTiON OP SAID PREMISES STATED e =. / paiMETW,AN6 , . , CONTATNING P. PROVISION FOR BEARING EQUAL COSTS OF MAINTENANCE, !REPAIR OR R$CONSTRUCTION OF SAID COMMON SEWER BY THE USERS: :.. \ / I . j : :- KUM : .--,, S FEET As CoNSTRUCTRD '- ".• f : - 1 . 13 eA7 100 : ''';',..: APRIL 29, 2002 20020429000999 ..' J.. " ARR);MEig; Aill4HE --;:. AND NRDITIONS THEREOF: -'4 :.; .'3,..,. i •.' .. H ..-- f ' k' SECURE AP1TAL INVESTMENTS 1h2, LLC JANIs L. LARSRN RECORDED: ::: i .:, , i JULY 30, 2003 RECORDING4UMNER: i ,: 2003073000304 • fliEXEFICIALIEApEMENT FOR RETAINING RELATED THERETO -'-.,. I i ; :i ." .*:: •:: • t . AN EASEMENT FOR SIDE seo&AraciroG '1E lige.#44o0stap rommisss* swamp HEREIN AND CONTAINING A PROVISVIN FOR OSARINGAOALICOST4 OF MAINTENANCE, REPAIR OR OP SAfOCOMMO4 WIER R$ TyE VelieN. 41, _____ i _ 1 W16 '', itT40;RUCTC) 1 i / --I spcosdp: J4 P. ,: , f I I : : : -. .•RactiG NUMBER: 3.601021001(46,; , f . , -, ,- • - RIGHTfro mioceiscEssARY SLOPES FOR CUTS OR ILLS PRoY OREIN DOCRX ii2 G$ANTED IN DEED: f . i ... BE:TWEE:1g ; 1 - . 11 CMCAO01111‘E IMSURANCE COMPANY Escrow inatm EXHIBIT :VAL VUE SEWER DISTRICT 1.4816 MILITARY ROAD SOUTH P.O BOX 69550 :SEA' TLEE, WASHINGTON 98188 (208) 242 -3238 20020429000995 KING COON Y , Ua 1 TWO PARTY •'DEGLARATlON Of EASEMENT FOR SIDE SEWER WHEREAS;' THISrAGREEM$NT, made'thi day of 44 between OWNERS fi:YUile.. )flitli <: ,. •. - 4 co n✓ S.) Owners of the following described real property situated in Kirlg Coupe Washington. to -wit l.vt 59 R'v-crsiko Ti t / peke,.. T ►J s. a ;1'a- Lacs !o PA . AND r T OWNERS NAME PArti Lin Cliiffe LI ° 3:3 Awl. S, as Owners of the following described teal property - situatted in, King County, •Washington, to -wit o i n97_,3 of n92. TrtS 4 f (,c i4 it f +rt+01 rlia- ,1725 ' • . L9i-) IS 2-3 4 e are desirous of establishing a side sewer easement for the benefit of each cif said properties a, WFTNESSETH: That for and in consideration of the mutual covenants horein expressed, it is hereby N agreed between the above parties as follows 0 1st -'A side sewer shall be constructed as follows (See attached legal pf loeatlon of easement) q5 ^ -. CPA/ I) - r'C- 7 7) ° .� 2nd - There shall be and each party does grant unto the other, an easement feet wide for sewer aping the line as constructed for the use of said properties and fbr the purpose of constructing, installing,_ reconstructing, replacing, repairing, maintaining arid.operating asewer pipeline and lines and all:necessary connections and appurtenances thereto, togetherwith the right of ingress and egress therefrom for the purpose of enjoying the easement, and also granting to'Oranrees 9nd:'to those acting under or for Grantees the useof sueh additional area immediately adjacent to the above,ea$ement as shall be required forythe construction bfdhe sewer, pipeline or lines in the easement, such additional area to be held to a minimum iieeessary:fo.r the purpose, and immediately after the completion of the construction and installation, or any subsequegtentry ypoii the easement, Grantees shall restore the premises as near as may be to its condition immediately before,Suchleonstruction or entry J'rd°='The cost of construction said.sewer shall be borne by the owners of the said properties as follows As mutually agreed fiJTiaL_ eG.c F .13)/ PAM Lr nir •S✓fr•[ F 4th - The cost of maintertance, repair or.':reconstruction of that portion of the sewer used in common shall be borne in equal'st a pe, except. hat the 6stmers ofany.tower parcel shall not be responsible for the part of the sewer above their connection, and when necessary tarepair, clean or reconstruct the sewer, the parties to this agreement shall have a right ofentty for that purpose 5th - This agreement shall,be a covenant runhmg with :the:iand,and shall he binding upon all parties, their heirs and assigns- U✓>{rfl 1 ,w 1Cn7 5er✓ite is w.; +if'a IN WITNESS WHEREOF we hereunto set out h s als the.day and year first above written o Dog -242 ACTIVITY NUMBER: D09 -242 DATE: 06/09/10 PROJECT NAME: GONZALEZ RESIDENCE SITE ADDRESS: 13264 38 AV S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 after Permit Issued DEP RTMENTS: B Public or s DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ) Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 •I'ERMFF WORD COPY � PLAN REVIEW /ROUTING SLIP k 'NIAat'11'w Fire Prevention Planning Division Structural Incomplete ❑ Permit Coordinator DUE DATE: 06/10/10 DATE: Not Applicable TUES /THURS ROUTING: Building Please Route• Structural Review Required n No further Review Required n n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 07/08/10 Approved Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: (P� 1.11( 0 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -242 DATE: 12 -31 -09 PROJECT NAME: GONZALES RESIDENCE SITE ADDRESS: 13264 38 AV S Original Plan Submittal X Response to Incomplete Letter # 3 Response to Correction Letter # _ Revision # After Permit Issued DEPARTMENTS: 140-10 4 ding Division on Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 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 Documents /routing slip.doc 2 -28 -02 PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Fire Prevention Structural Incomplete Structural Review Required II Planning Division ❑ Permit Coordinator DUE DATE: 01 -05 -10 Not Applicable No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE: 02 -02-10 n Approved Approved with Conditions 1 Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 - 242 DATE: 12 -22 -09 PROJECT NAME: GONZALES RESIDENCE SITE ADDRESS: 13264 38 AV S Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Division Public Works TUES /THURS ROUTING: Building Please Route ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 'ERM T COORl3 ` ` ; Y I PLAN REVIEW /ROUTING SLIP rd2`b[b1 Fire Prevention Structural Complete n Incomplete f1 Comments: DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12-24-09 Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: Structural Review Required No further Review Required n DATE: DUE DATE: 01-21-10 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: oiattd 0--4-04) Planning Division Permit Coordinator ❑ Not Applicable ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMEN S: 1) - Ms 'o1 'din i on Public Works Complete Y� PLAN REVIEW/ROUTING SLIP n tok ACTIVITY NUMBER: 009 -242 DATE: 12 -10 -09 PROJECT NAME: GONZALES RESIDENCE SITE ADDRESS: 13264 38 AV S Original Plan Submittal )( Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued APPROVALS OR CORRECTIONS: Approved Notation: Documents /routing slip.doc 2 -28 -02 Approved with Conditions T ta/ Fire l Prevent?c Structural Incomplete J 1Z &e.^ eR Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12-15-09 Not Applicable Comments: TUESITHURS ROUTING: Please Route n Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only tt 11 INCOMPLETE LETTER MAILED: Id- , to - -01 LETTER OF COMPLETENESS ILALED: Departments determined incomplete: Fire ❑ PingW PW ❑ Staff Initials: I`,( DUE DATE: 01 -12 -10 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -242 DATE: 11 -13 -09 PROJECT NAME: GONZALEZ RESIDENCE SITE ADDRESS: 13264 38 AVE S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: ot Duifding iv si on Public Works ire Preven ion e � Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-17-09 Complete ❑ Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: (l'I1 Departments determined incomplete: Bldg Fire g Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route APPROVALS OR CORRECTIONS: Approved Notation: n Documents /routing slip.doc 2 -28 -02 Approved with Conditions n LETTER OF COMPLETENESS MAILED: Structural Review Required No further Review Required I 1 REVIEWER'S INITIALS: DATE: DUE DATE: 12-15-09 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 OI/.LD O TC t(Lt t?(64 Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF IN TIALS 1 OI/.LD O TC t(Lt t?(64 Summary of Revision: i h Al kc, q N q4- (Wive, 4J 1(1 UP G,F 1 Received by:/ I ( (4, ,,, `l fi✓ )%, L• S REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION ' NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: ( � SITE ADDRESS: t 4 L IA k REVISION LOG PERMIT NO: 1 Do —21A2, ORIGINAL ISSUE DATE: O( (' do (please print) (please print) (please print) (please print) (please print) City 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 submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (� /247 l v Plan Check/Permit Number: ❑ 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: /326 i 3g '- f Contact Person: / GLv /ik. W.e -( l-t Phone Number: 204- 3 �J 6 - V357 Summary of Revision: .7,-) S- //11 ,� in,- c .1, f 4- /iv -vv..G 1,-ea., Ltis - — .: n�, , 1,, h / , , r-gfru e -,c 20 A5ek - -L �.. '7 z- fa' reei- - / q Alfa 51- 6F vritA, yli..-e--k /ifs' %,, / /0-S2 . _ Received at the City of Tukwila Permit Center by: Entered in Permits Plus on o- O' 11 H:\Applications\Forms- Applications On Line\2009 -08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8-2009 REVISION SUBMITTAL CrTYRne D �RW IU 10 ' Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: r7.13 C �� q Response to Incomplete Letter # 3 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued E Revision requested by a City Building Inspector or Plans Examiner Project Name: Gonzales Residence Project Address: 13264 38 Av S Contact Person: /44 dovet Re.citertf Phone Number: 2c6 3' 4 `f35 ) Summary of Revision: S t i t bwvi > W 5i P1M -+- 5 owef eKt` vt Pa✓ki. y,.- wrea►t 5-1 # 6 )"." 1- ti At 4 ( 1 0 / 05 oP Zlp,404- vbiv. / 4'3 -Wh4rc,h, vv., Isktek N, 5 , , v, ,4 P S /,. G ► Mcl 5 b 0• j ) C6 t 04 k w3.c Sheet Number(s): aPIMIT CENTER "Cloud" or highlight all areas of revision including date of revisit _ Received at the City of Tukwila Permit Center by: tg— Entered in Permits Plus on \applications \forms - applications on line \revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: D09 -242 s IWED �f OF TUKWILA C 3 1 2009 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / 2 - 5 ( Response to Incomplete Letter # I— ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: / 37 3 g / LZ / I6, Contact Person: t1 Summary of Revision: , S c4 - h 7(31/1, + "A k LvG -4t ,J Z L Plan ChecWPermit Number: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1 \applications \forms - applications on Iine\revision submitta: Created: 8 -13 -2004 Revised: c1 -29Z err,g7tiv 2049 PERMIT CFNret, Phone Number: S/ 2 G "E O - v ✓/S a4 s pid Date: : ' - Cl/ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #1 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 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. Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: Gonzales Residence Plan Check/Permit Number: D09 -242 E Revision requested by a City Building Inspector or Plans Examiner Project Address: 13264 38 Ave S Contact Person: X v ✓!l -if Phone Number: 2 cl7 S1 Summary of Revision: Seth, �s:��k - („ , fJl�., �d In�u - G4filr t /4 7€` y 7 4-> . iG 61,)y J 60"y1 e a 1, rnp cif Gec Ott I DEC 10 2009 PERM c :a Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received t the City of Tukwila Permit Center by: Entered in Permits Plus on \applications \forms - applications on lineArevision submittal Created: 8 -13 -2004 Revised: • Attachment t Certificate of Water Availability • a� County at ©r District N,., 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate ") 1 This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ( "City "). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in e -ct. Applicant's Signature District Representative INCOM Date 1/—/ -D Date tt -1�3 • c�� b09% 41 RECEIVE 10, 2009 P MIT GENIE!` =Avii ier li'tfo> atiort i ','yi: ' - ; s9 4 fi _ R 1 1 } kVeN7OccirOyCRO000' Name: S�,/d � for. � 1 � 2 k ' Name: 9 4 N • A/4,, /✓ic> -�f' Address: in Ai L 17 —ti `� 'its �n t Id fox � `� � Address: - Z I I 1 s h . C t f /4 4 . , 9 923 C Phone: 26‘ = 920; 2 / f Phone: Z-66.3 9 C —c /7S7 CITY OF TUKWWIL4 Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206-431-3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: ;ole �ett�ypplici Site address (attach map and legal description showing hydrant location and size of main): 3 g' -H1 /9-rde f 7cvi'H./ /4 A44 This certificate is for the purposes of: J. Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Rezone ❑ Preliminary Plat ❑ Short Subdivision ❑ Other Estimated number of service connections and water meetterr siiz Vehicular distance from nearest hydrant to t �t't bi`) I t'fYo ft. Area is served (Wa r Utility Di i ct): a t0`i36'0011fX 0"' 1. 2. " Agent Sign/ The proposed project is within /Gr1Ck- 14 , / 47 CO vK [P K° improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2 i be3 gpm at 20 psi residual for a duration of 2 hours at a velocity of i 0, of fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B -2 are mtkEcovEry System is not capable of providing service to this project. ����flfl�� 1 O. Luuu PEWIT GENTEi /Li a I hereby certify that the above information is true and correct. /7`b Date This certificate is not valid without Water District #125's attachment entitled \applications \water availability (7 -2003) t tt9 Printed' 4.1R-111 "Attachment to Ce q f+ catg iyentvailablity" (City /County) 4C i pp Co. LO,4: o-2. 1 2 _S — v'L 4 P � c , - � . i f / CV 1 Agency1?)hont , ,. L44 2 _ By Date t pi ve 6 J-16--in) A C 1 1 1. ® a. By b. c. Purpose of Certificate: Ca— uilding Permit ❑ Short Subdivision Residential: $50 ❑ Certificate of Sewer Availability ❑ Preliminary Plat or PUD ❑ Rezone Applicants Name: 4rl ?/& del f Property Address or Approximate Location: p � 1 326'/ 3 8°x''' Ss. A,l�kv; iv* ° )9 1(Z Legal Description(Attach Map and Legal Description if necessary): P. Cox 69550 Tu a, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITYINON- AVAILABILITY Commercial: $100 OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Il . ❑ Other Proposed Use: Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Phone: &36 — 34 - 3 51 Tax Lot Number: 73 92 Part B: To Be Completed by Sewer Agency) Sewer Service will be provided by side sewer connection only to an existing �U feet from the site and the sewer system has the capacity to serve OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): I/ 6 size sewer the proposed use. RECEIVEr DEC 19 2008 PERMIT CENTS. 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. ag a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) A King County /METRO Capacity Charge will be billed directly by King County after connection to the sewer system. Easements: ❑ Required El May be Required Other: DeIin7vt -s-1t ,Sc-r 4-4094j- ( wivaf' 4,e 'Qt �r � o�' Ito re cone+e - -f Co n n f c -410.1 G� a i'S e-r d e°rr ✓ e+-vif e� a I h r. C o f Ca n r► e 7 I hereby certify that the above sewer agency information is true. This certification shall be valid for one ye from the date of signature. net nuS P/0 9' • Title Date INCOMPLETE I° El 11 lv\ GI.. 1-I License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status HILINH*981BT HI LINE HOMES CONSTRUCTION CONTRACTOR GENERA UNUSED 1/30/2002 2/10/2010 ACTIVE CREATDB101QM CREATIVE DESIGN BUILDERS CONSTRUCTION CONTRACTOR CARPENTRY /FRAMING CABINET AND MILLWORK 11/14/1990 11 /7/1994 ARCHIVED CREATDB066QG CREATIVE DESIGN BUILDERS INC CONSTRUCTION CONTRACTOR GENERAL UNUSED 11/7/1994 11/7/2003 INACTIVE Name Role Effective Date Expiration Date SUNDBY, WILLIAM G PRESIDENT 01/04/2002 Bond SUNDBY, CHERYL E SECRETARY 01/04/2002 Account Number Untitled Page General /Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State WA Zip County Business Type Parent Company INC HI -LINE HOMES 2538401849 11306 62ND AVE E PUYALLUP 98373 PIERCE Corporation CREATIVE DESIGN BUILDERS UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 601584067 ACTIVE HILINH *983BD CONSTRUCTION CONTRACTOR 1/4/2002 11/8/2011 GENERAL UNUSED Other Associated Licenses Business Owner Information Bond Information • • Page 1 of 3 https: // fortress .wa.gov /lni/bbip /Detail.aspx 01/19/2010 Bond Bond Effective Expiration Cancel Impaired Bond Received Bond Company Name Account Number Date Date Date Date Amount Date 3 OHIO CAS INS CO 3 720885 11 /07/2001 Until Cancelled $12,000.0011 /05/2001 2 AMERICAN ARB006917 11 /07/1996 Until 12/13/2001 $6,000.00 11/13/2001 RELIABLE Cancelled Untitled Page General /Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State WA Zip County Business Type Parent Company INC HI -LINE HOMES 2538401849 11306 62ND AVE E PUYALLUP 98373 PIERCE Corporation CREATIVE DESIGN BUILDERS UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 601584067 ACTIVE HILINH *983BD CONSTRUCTION CONTRACTOR 1/4/2002 11/8/2011 GENERAL UNUSED Other Associated Licenses Business Owner Information Bond Information • • Page 1 of 3 https: // fortress .wa.gov /lni/bbip /Detail.aspx 01/19/2010 LATERAL DESIGN CRITERIA DESCRIPTION VALUE OCCUPANCY CATEGORY II SEISMIC USE GROUP I SEISMIC/WIND IMPORTANCE FACTOR 1.0 DEFAULT SITE CLASS D � D1 SEISMIC DESIGN CATEGORY (SDC) SHORT PERIOD ACCELERATION (g) 0.83 BASIC WIND SPEED (MPH) 85 WIND EXPOSURE FACTOR C MINIMUM WIND LOAD (PSF) 10 MAX. GROUND SNOW LOAD (PSF) 30 ROOF DEAD LOAD (PSF) 15 EXTERIOR WALL DEAD LOAD PSF 15 INTERIOR WALL DEAD LOAD (PSF) 10 MINIMUM / MAXIMUM ROOF SLOPE 4 / 6:12 GENERAL STRUCTURAL DOTES WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS STRUCTURE ARE RESISTED BY A SYSTEM OF ENGINEERED MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN BASE LOADS SET FORTH BY THE CRITERIA LISTED ABOVE. THE STRUCTURAL SYSTEM IS DESIGNED TO TRANSFER LOADS IN ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING CODE (IBC) TO A PRESCRIPTIVE FOUNDATION. STRUCTURAL MEMBERS NOT A PART OF THE ENGINEERED STRUCTURAL SYSTEM SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE CONVENTIONAL LIGHT -FRAME CONSTRUCTION METHODS OF 2006 IRC. DESIGN ENGINEER ABDELOUAHAB (Wahab) Abrous, Ph.D., P.E. HiLine Homes Inc. Engineering Department Washington State License Number: 36110 Oregon Stag License Number: 81419PE (253) 770-2244 x 132 Alternate x129 wabrous @hilinehomes.com DRAWING INDEX ARCHITECTURAL STRUCTURAL PLAN PLAN PLAN DETAILS DETAILS PLAN CS COVER SHEET Al FLOOR PLAN Al -1 UPPER FLOOR PLAN (2 STORY PLANS) A2 SECTIONAL PLAN A3 ELEVATION PLAN A4 ARCHITECTURAL DETAILS A6 TALL FOUNDATION DETAILS S1 FOUNDATION S2 SHEARWALL S3 ROOF FRAMING S4 STRUCTURAL S5 STRUCTURAL (WHERE REQUIRED) ELECTRICAL El ELECTRICAL PLAN: 2413 DATE: 10/22/09 JOB #: 10105281 GENERAL CONSTRUCTION NOTES 1. SUB - CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: VERIFYING AND MEETING ALL LOCAL AND STATE CODE REQUIREMENTS, REVIEWING APPROVED PLANS AND COMPLYING WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE BUILDING DEPARTMENT, MEETING ALL SAFETY REQUIREMENTS AND STANDARD SAFETY PRACTICES THAT ARE RECOMMENDED AND OR REQUIRED BY STATE AND LOCAL AUTHORITIES, VERIFY ACCURACY OF ALL DIMENSIONS. DO NOT SCALE THE DRAWINGS. IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. 2. NO CHANGES ARE TO BE MADE TO THE PLAN WITHOUT THE CONSENT OF THE DESIGNER AND BUILDING DEPARTMENT. 3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA SHOWN ON THE CS SHEET. THIS PLAN HAS BEEN DESIGNED TO CARRY ALL LOADS FROM THE ROOF TO THE FOUNDATION. 4. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, INCLUDING: PLUMBING, ELECTRICAL, AND MECHANICAL PENETRATIONS. FIRE BLOCK AT MIN, 10 FT. O,C. HORIZONTALLY IN WALL CAVITIES. 5. WHERE REQUIRED, USE A MIN. OF 3000 p.s.i. CONCRETE PER IRC. TABLE 8402.2, INCLUDING: FOUNDATION WALLS, PORCH AND GARAGE SLABS, STEPS, AND ALL OTHER AREAS THAT ARE EXPOSED TO THE WEATHER. MAXIMUM STRENGTH IS AT 28 DAYS. ALLOW ADEQUATE TIME FOR FOUNDATION TO SET BEFORE BACK FILLING. 6. WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS, I.R.C. REQUIREMENTS, AND THE STATE ADAPTED PLUMBING CODE. TANK MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK, AT THE LOWER STRAP, STRAP IS TO BE 4" MIN. ABOVE THE CONTROLS, PER I.R.C. CHAPTER 13 SECTION M1307.2. WHEN INSTALLED IN A GARAGE, ALL APPLIANCES MUST HAVE THE SOURCE OF IGNITION A MINIMUM OF 18" ABOVE THE FLOOR SLAB. MECH / PLUMBING EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE. 7. USE 5/8" SHEET ROCK OR 1/2 "SAG RESISTANT AT THE CEILING PER I.R.C. SECTION R702.3.5 AND TABLE. 8. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS, WINDOW SILLS, JAMBS, AND OTHER AREAS THAT WATER MAY INTRUDE. PER THE I.R.C. INSTALL WINDOW PER MANUFACTURER INSTRUCTIONS 9. PROVIDE A MIN. 22x30 ROUGH OPENING FOR ATTIC ACCESS. W/ TIGHT FITTING, SELF CLOSING DOOR THAT IS BACKED WITH INSULATION. 10. NAIL ALL TOP PLATES TOGETHER W/ 10d NAILS © 12" O AND AT SPLICES W/ 10d NAILS Q 6" 0.0. LAP SPLICES A MIN. OF 48" TYPICAL. 11. ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN. 20" :X 24" OPENING NOT LESS THAN 5.7 SQ. FT. 12. SEE THE El SHEET FOR EXHAUST FAN, SMOKE DETECTOR, AND ELECTRICAL FIXTURE LOCATIONS. REVISIONS No changes shall be made to the scope of v.tork without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. PLANNING APPROVED No changes can be made. to these plans without approval from the Planning Division of DCD Approved By: ' littui Date: , 1 2 . - 1 0 FILE COPY Permit No.1)0q' 2 9.2 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Fiely ► py conditions is acknowledged: By Date: /A � City Of Tukwila BUILDING DIVISION vvww. HiLine Homes .com cU copyright 2005 HiLine Homes SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical &Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE P CE JAN 1 4 2010 � � S Ciiy o Tukwila BUILDING DIVISION 1F Docee DF- W LU > w O s 0(0 RECEIVED NOV 132009 PERMIT CENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 ti NOV 13 2009 PERMI CENTER INCOMPLETE 1)9 2 qz REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1 4 2010 City of Tukwila BUILDING DIVISION RECEIVED DEC 3 1 2009 PERMIT CENTER FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech en'ineers re or! shall be *resented to the buildi N Tre-447. F OUNTI A b or cr voTrikr *,-FN eY°11d rh -dshed D DitAllsj AG --e St011 d -- e to c ntsid e di Ns E raern P of fo e edge of shall bralie Elting a d the fo extend at m e Pla aref I be e °Prig and least e°1 eed la 1--) ove 6 t 1 f CrtiSlied all a m° raine red with inches above e ltcv erlIng o at least 2 er 0 - inch r perf one s. "lobes rateradtio;r1 es f orat. 'eve of P.p o. tort size washed e shall oc, the s and e lar ed g allle cove ger ravel o arrailfid e use ,roarefi.ar red witti all the *r agi)ro,e arain e a "Sock" ui of not less Jelnt 1)e the' ed . .es eipia e s does n s than 6 eaeo g drain f. • an roved ter f b ra vel d a ft ri 6 avei moil. liter f,jh C tb ot or cru method 6.6,ri itt ny A II erfer.r,reAslle.d., reot,i.„ memebth_nri.... On l shall tef P and n with erfo st e .sh ‘jveeiralirig 'dw.11. the top drain membrane" shall o f 1- (R40 s down. ) EXISTING WATER EXISTING GRAVEL TO REMAIN PERFORATED 4" PVC PIPE W/ SLOTS LAYED IN DOWN POSITION PR. 4" PORF. PVC IE=92.2 PR. TYP 1L—CB WITH SO ID COVER IE=93.5 "PVC (N,W) APPR. LOWEST FOOTING DRAIN ELEV. 92.9 EXISTING SEWER •17hese- plans have bee (Works Department fo City standards. Accept omissions which do notj authorize violations of i l adopted standards or or inances. The responsibility for the adequac of th design rests totally with the designer. Additions, deletions or revisions to these T, drawings after this date ill void this acceptance and will require a resub:r ittal of revised drawings for subsequent approval. Final acceptance is subj the Public Works utiliti Date: AR 4'X4'X4' GRAVEL DRAIN TRENCH VI OVERFLOW PR. 4" PERF. P''C IE 92.2 2 ' k i 5)(40' GRAVEL DFAIN TRENCH & 4 PERFORATED PI 0 E (SEE 2005 KC S DESIGN MANUAL tr) EXISTING GRASS AREA TO REMAIN AS GRASS AND UNDISTURBED t to field inspection by s inspector. By: reviewed by the Publit conformance with current nce is subject to errors and las""tidillfialifilliddaddlalailadirrahlfaussillaigastesgss6,,ts266.,,,..„ . "'"";■ ,,t , "".•, LE: City ot BUILDINPI nivigInN F \\11) bc: /- REVIEWED Obi CODE COMPLIANCE APPROVED JAN 4 MO c • • R 0 JE I C A TI ON TOTAL SITE AREA = 18,897.4 SF EXISTING IMPERVIOUS AREA = 6,792.9 SF EXISTING HOUSE AREA = 1,672.9 SF PROPOSED IMPERVIOUS AREA = 6,749.1 SF PROPOSED HOUSE AREA = 2,413 SF (NOTE: IMPERVIOUS INCLUDES GRAVEL AND HOUSE AREAS) MISCELLANEOUS NOTES: 1. MINIMAL SITE CLEARING AND GRADING SHALL BE CONFINED TO THE PROPOSED HOUSE AREA LIMITS. 2. SOIL AND EROSION SHALL BE CONTROLLED ONSITE WITH SILT FENCING PLACED AS LOCATED ON THE PLANS OR AS DIRECTED BY THE TUKWILA INSPECTOR, 38TH AVENUE SOUTH SHALL BE SWEPT AT THE END OF EACH WORKDAY AND AS NEEDED OR DIRECTED. 3, ALL DOWNSPOUTS SHALL BE COLLECTED INTO 4" PVC AND CONVEYED TO AN INFILTRATION SYSTEM DOWNSTREAM. 4. ALL FOUNDATION DRAINS SHALL COLLECT SUB—SURFACE FOUNDATION RUNOFF VIA 4—INCH PERFORATED PVC WITH GRAVEL AND FABRIC ENCASEMENT (SEE THE LATEST TUKWILA DRAIN DETAIL DCD—H004 DATED DEC.10, 2007). THESE DRAINS SHALL RE qr TO A SEPARATE INFILTRATION TRENCH DOWNHILL. EXISTING STORM PIPE EXISTING SEWER PIPE EXISTING WATER PIPE EXISTING UNDERGROUND POWER 4 INCH ROOF DRAIN PVC 4 INCH ROOF DRAIN PERF. PVC RECEIVED CITY OF TUKTMLA DEC 2 2 Z009 PERMIT CENTER EX. UTILITIES ARE APPROXIMATE ONLY CALL 1-800-424-5555 BEFORE DIGGING & POTHOLE UNKNOWN EX. UTILITIES BEFORE CONSTRUCTION BEGINS. LLJ 0 z 0 Ui z Lii H (f) JOB NO 2009-700 DWG: NAME:SONZ_SITE.DWG DESIGNED BY: DRAWN BY: CHECKED BY DATE: DATE OF STL JK SlY 12/20/09 PRINT: OF SHEETS FRAMING NOTES 1. SUB - CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: VERIFYING AND MEETING ALL LOCAL AND STATE CODE REQUIREMENTS, REVIEWING APPROVED PLANS AND COMPLYING WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE BUILDING DEPARTMENT, MEETING ALL SAFETY REQUIREMENTS AND STANDARD SAFETY PRACTICES THAT ARE RECOMMENDED AND OR REQUIRED BY STATE AND LOCAL AUTHORITIES, VERIFY ACCURACY OF ALL DIMENSIONS. DO NOT SCALE THE DRAWINGS. IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. 2. NO CHANGES ARE TO BE MADE TO THE PLAN WITHOUT THE CONSENT OF THE DESIGNER AND BUILDING DEPARTMENT. 3. FIRE. BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, INCLUDING: PLUMBING, ELECTRICAL, AND MECHANICAL PENETRATIONS. FIRE BLOCK AT MIN. 10 FT. O.C. HORIZONTALLY IN WALL CAVITIES. 4. USE 5/8" SHEET ROCK OR 1/2 "SAG RESISTANT AT THE CEILING PER I.R.C. SECTION R702.3.5 AND TABLE. 5. PROVIDE A MIN, 22x30 ROUGH OPENING FOR ATTIC ACCESS W/ TIGHT FITTING, SELF CLOSING DOOR THAT IS BACKED WITH INSULATION. 6. UNLESS NOTED OTHERWISE, NAIL ALL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. AND AT SPLICES W/ 10d NAILS @ 6" O.C. LAP SPLICES A MIN. OF 48 TYPICAL, NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/ (2) 1Od NAILS EA. STUD BAY, NAIL ALL O.S.B. SHEATHING W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.G. FIELD, EXTERIOR STUDS MUST BE SPACED AT 16" O.C. 7. CABINET, PLUMBING FIXTURE, AND DOOR ROUGH OPENINGS ARE CRITICAL DIMENSIONS. TAKE CARE TO VERIFY THAT THESE DIMENSIONS ARE FRAMED ACCURATELY. 8. SEE THE S2 SHEET FOR ALL SHEARVALL PLACEMENTS AND REQUIREMENTS. SHEARWALL DETAILS MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER OF ANY DISCREPANCIES OR CONCERNS. 9. REVIEW APPROVED PLANS AND DETAILS PRIOR TO STARTING FRAMING WORK. CHECK FOR SPECIFIC REQUIREMENTS ON NAILING, BLOCKING, SHEATHING, AND ANCHOR ATTACHMENTS. 9 M TOTAL FLOOR AREA =HOSE BIB S.G. = SAFETY GLAZING 8 1_ 0 " C 3036 HS w N � 0 • U 2 .- LL • • DW 1 GAP VAULTED RANGE W/ HOOD (VTO) 1'-0" FRAME AN OPEN BAY AT CENTER KITCHEN " VAU`LTED 4' OPENING W/ 2x4 HEADER & FRAMING ABOVE REF. 8'-11: 4 - DINING RM. 7" CENTER VAULT LINE 5' OPENING W/ 2x4 HEADER & FRAMING ABOVE 60 50 ARCH 1,1 2 AREA SUMMARY 2413 SQ. FT. F- HS TOP 14' -9" NOOK 4 0" 7'_42" G.W.B. SOFFIT ,3' - VAULT LINE II ( '`b, � 2x2 SKY • -- 42-1/4" HALF - WALL 185• FIX .._.. . Zo I ,, 9 CV T N 00 2 16' -6" 70 50 NS GREAT ROOM VAULTED PLANT SHELF WITH 2 LAYERS OF 7/16" O.S.B. ABOVE PANT. FUEL FURNACE & — WATER HEATER - LOAD BEAR. USE TRIPLE STUDS A2 8' -O" 4 -42'` cNk,_ 58' -0" BDRM. 3 FLOOR PLAN 60 50 ARCH 58' -0" 1 /4" = 1' -0" 3 ' - 7 ' - 8 '_ 0 " HS TOP 2 2 x 3 O� 1.1 ic, c CC-est m /If . pMc.Io( t6 allow a. m;vi. 301. , O bs4racf4d head-coos" 0 , 44.4 e p6c.4 otbe we a ..j 4' � oP4'1'11 ego7 8'-9" WH I VTOI*J j C ° EODL —_J E �tt Kste- bslew) UTIL. BATH C,) 2'_21 " 37' -52" (0 2'_32" '_61 6 -3 13' -5" 8' -2" FT 2' `5 ' " 2 Cn ICL 60.40 16' -9" 60 50 ARCH HS MASTER SUITE SOLID BLOCK ALL-- THREE SIDES OF THE SOAKING TUB 21" O.C, . Appliances located inside living space. (IRC M1703.2, M1703.2.1) Combustion air: Outside combustion air shall be supplied through openings or ducts. One opening shall be within 12 inches for the top and one shall be within 12 inches of the bottom. Openings shall have a free area of at least 1 square inch per 4,000 Btu /hr total input rating of the appliances. (IRC M1701.4 Exception #2.) Appliances installed in an enclosure in which all combustion air is taken from the outdoors, the enclosure shall be equipped with a solid weather stripped door and self - closing device. (IRC 303.5) Air exhaust and intake openings that terminate outdoors shall be protected with corrosion - resistant screen minimum open size of /4 inch or maximum 1 /2 inch... and protected against weather conditions. 4'-8" 51.92" L."1 m , BATH 4' SIN '-IN HS TOP 10' -5 B . 2 8'-7" LOAD BEAR. USE TRIPLE SCUDS 8'y 0" T M N- 0 0 OC1% 2 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 14 2010 City of Tukwila B UILDING DIVISION • N.-. M z Cn "- o < z c� Et E t 2 <C a_c CV Ct Z O J J LL RECEIVED NOV 1 2009 PERMIT CENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 96373 (253) 770 -2244 ext. 129 PLAN: 2413 DATE: 10/22/09 JOB #: 10105281 M d- 0 0 IQPFivpir, NOV 13 2009 PERM! CENTER ROOF SHEATHING REQUIREMENTS Ground snow load MAX. 40 psf MAX. 70 psf Beyond 70 psf 7/16" O.S.B. 15/32" O.S.B. 5/8" O.S.B. 1x2 OVER 2x6 BARGE BD. BAFFLE BD. 1" MIN. AIR SPACE witoonatito R -38 INSULATION: "SIIVIPSON" HURRICANE CLIPS H -1 (OR) H -2.5A UP TO 85 mph, EXPOSURE 'C' H -10 BEYOND 85 mph. R -21 INSULATION W/ VAPOR BARRIER PAINT OVER SHEET ROCK R -30 FLOOR INSULATION 9-1/2" "I" JOISTS @ 19.2" O.C. BLACK 6 MIL. POLY VISQUEEN VAPOR BARRIER THROUGHOUT CRAWL SPACE. MANUFACTURED PRE- ENGINEERED TRUSSES 24" O.C. 5/8" G.W.E. (OR) 1 /2" SAG RESISTANT (I.R.C., R702.3.5) TYPICAL INTERIOR WALL: (2) 2x4 TOP PLATES OVER 2x4 STUDS @ 19.2" O.C. W/ G.W.B. EA. SIDE OVER 2x4 BOTTOM PLATE 3/4" T & G SUB - FLOORING. APA RATED 48/24 GLUED & NAILED SECTION A -A 1/2" = 1' -0" RIDGE VENTING i 14 TYPICAL TYPICAL S4 PONYWALL FOUND. S4 TYPICAL 1 EAVE END A4 ,1111 li /i111j1i /i11 ore +1■■••■•=0 Do 2 MIN. ROOF MATERIALS: COMPOSITON SHINGLES CLASS 'B' 15 # FELT OVER APA RATED 24/0 SHEATHING. 2x VENT BLOCK TYPICAL EXTERIOR WALL: 2x6 TOP PLATES OVER 2x6 STUDS @ 16" O.C. OVER 2x6 BOTTOM PLATE OVER STRUCTURAL RATED 3/4" SHEATHING. WRAP HOUSE W/ AN APPROVED WATER RESISTANT BARRIER PER IRC, R703.2 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 14 2010 City of Tukwila BUILDING DIVISION RECEIVED NOV 13 2009 PER�LTS.:NTER. HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 PLAN: 241 DATE: 10/22/0 JOB #: 1010528 3 9 1 pps■will■Mllnni■m war 1r=IMMMI.MII aMEMINIIri a a■11•14uvMINIMa I •• .. lu■m-, q 12 • 5/4 x 6 CORNER TRIM CEMENT LAP SIDING FINISHED GRADE BY OWNER SHALL SLOPE AWAY FROM BUILDING 6" IN 10' -0" •MIN. BARGE BOARD LENGTH SITE ADDRESS: 1 3264 38TH AVE. S. TUKWILA, WA 98188 PROPER MATERIAL LENGTHS- FLOOR S.G. EAST ELEVATION mYYYYYYYYYYYYYYYYYYYYmYYYYmYYYYYYYYYYYYYYYYYYYYYYYYMYmmm ■ YYYYYYYYYYYYYYYYYYY == YYY === = = = = = = = = = ======■Y=== = = == YYYY= YYYYYYY YYYYYYYYYYYYYYYYYYYYYYYYYYYYYYY ■YYYYYYYYYYYYYYYYYYY YYYYYYYYYYYYYYYYYYY= =======YYYYYYYYYYYYYYYYYYYYYYYY YYY — YYYYYYYYY YYYYYYYYYYYYYYYYYYYYYYYYYYYYYYY Y■====___= YYY Y YYY rm= === =YYY ==== = = = = =Y YYY = = =Y■Y === =■■ =■■YY =YYYY = = = = == Y =mom YYY � ` � YYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYY YYY Y YYYYYYYYY===== ==YYYY =Y= = = = = =Y = = = = = =YYY =Y =Y = =Y YYY YYYYYYYYYYYYYYYYYYYYYYYY. ========Y=======.=Y=======� =Y YYYYY_YYYYY YYYYYYYYYYYYYYYYYYYYYYYYYYYYYYY _YYYYYYYYY Y_ YYY Y�YYYYYYYY� ■Y�YY�Y....YY.................................... � YYYYYYYYYYYYYYYYYYYYYYYY - YYYYYYYYYYYYYYYYYYYYYYYYYYYYYYY YYYYYYYYYYYYYYYYYYYYYYYYY _ -YYYYYYYYYYYYYY YYYYYYYYYYY�YYYY ======================== . — .� YYYYYYYYY= Y Y YYYY YY - - ------- YY MOW= MOM 1 /4" = 1' -0" YY YYYYYYY -YYY YYYYYY =YYYYYYYYY `W , • YYYY YYYY' RIDGE VENTING SOUTH ELEVATION BELLY BAND HL WHT. GRID H' RI C WHT. GRID WHT. GRID RIDGE VENTING SHAKE 'SIDING 1 ■YYYY- =YYYYYYYY==- YYYYYYYYYYYY==oYYmummom Y■Y■YYY�YYY� Y ammm --■Y== ummmYYY■ YYYYYYYYYYYYYYYYYYYYYYYY YYY ____ `Y Y Y Y YYY■= Y■= Y■■■■Ymmmm■■====YYY■YYYYY■Y■■== YYY , "r0 r� - YYYYYYYYYYYY YYYYYYYYYYY YY= \ _don- ■�um.,._ 6 Y YYYY=- _=====Y- ========Y- Y - - v v v Y 1_ - llr '�Y = = =Y=====__ = Y- Ili�■iYll -Y� �Y =YYYYYYY =YYYYYYY =Y= _=====YYYY 111111111•1111111111•P' _v YYYYYYYY YYYYYYYYYYYYYY ' _ YYYY ��������■������� r 1/11111111M1111111111111=1.111 =ow= y mini, '�YYY = = = = = =Y =Y= =Y vYYY�� ■YV�■YYYY���Y�� ��YYYYYYYY —YYY YYYYYYYYYYYY Y •ri � � ��������� � � � � YYYYYYY ! .� 7 . �/Y Y Y Y Y Y �� YYYYV V� ■ Y� Y Yo � w v _ =Y 1� �� ∎ 2 YYYYYYYY =YYY =Y� �. � � � �.�� �� =YYY= - Y=�. _.,:i......_ C==Y==Y====YY � =====Y = = ==Y =YYY = Y ∎ —YYYY ��� Y - ----MI• �VYYY =Y = = ===Y' Y= =YYY =YYY === = =_____ =� = = =v ■`∎Y=== � �;.�..rii-----� ��i_ M =YYYYYYY /YYY =YY==Y=Y =Y =Y= === ==YYYY =Y ∎�—� YY Yp -YYYY I rYY= = = = = =Y =Y = = =Y = = = =YYY = = =Y = = = = 11M.. q_ -_ ==- /YYYYYYYYYYYY YYYYYYYYYYYYYYYYYYY ■.7 ■ mil/V vA/v v vl=mv Y v v v v v v v v v v V S.G. Ill i p•M iss•in � aa_-aaMmo iw/NO■awswaumwo r.1■1111M_ - _ NORTH ELEVATION FIBERGLASS COMP. SHINGLES CLASS "B" MIN. 1/4" = 1 12 YYYYYY _ MM • MN =MEW =Y ■�Y YY r� �. 4 11111 YY /' �YVVYYVYY YY•111YYV1111■YY11111YVYY1111YYYYVYV„ Y Y pp'- YY . Alli• MI NM — 5/4x4 WINDOW TRIM W EST ELEVATION 5 1/4" = 1 NOTE: ADDRESS MUST BE LOCATED ON THE HOUSE WHERE IT IS EASILY SEEN FROM THE MAIN ACCESS ROA (OWNER RESPONSIBILITY) TR #MP-�_ bO ' 29 Z. 2x6 BARGE BD. W/ 1 x2 TRIM I EXPIRES - REVIEWED FOR CODE COMPLIANCE APPROVED JAN 14 2010 City of Tukwila BUILDING DIVISION RECEIVES DEC 31''2009 PERMIT GENIE' HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770-2244 ext. 129 PLAN: 2413 DATE: 10/22/09 JOB #: 10105281 ■.1•••■•••■••........ LAP ROOFING PAPER OVER THE GUTTER MANUF. TRUSSES @ 24" O.C. 2x VENT BLOCKING W/ BORED HOLES & INSECT SCREENS. NAIL W/ 8d NAILS @6" 0.C. THROUGH ROOF SHEATHING. TOE -NAIL BLOCKING TO EACH TRUSS W/ (1) 10d NAILS EA. END OF BLOCK. "SIMPSON "H" CLIPS PER S3 SHEET. FILL ALL NAIL HOLES. BEND TO CLEAR BOTTOM CHORD. (WHERE REQUIRED) (2) 2X6 PLATES EAVE END DETAIL TYPICAL 16 "± TRUSS TAILS NTS INSULATION CONT. BEHIND "T" WALLS. 2X4 STUD (INTERIOR WALL) 2x6 DRYWALL BACKER 2X6 STUDS @ 16" O.C. EXTERIOR WALLS INTERIOR WALL DETAIL TYPICAL NTS TRIMMER TYPICAL 9 -1/2" FLOOR JOISTS U.N.O. HEADER BUILT UP 24" MIN. FOOTING CONTINUOUS 2 x 4 PLATES PONYWALL CRAWL ACCESS DETAIL coq -z NTS REVIEWED FOR CODE COMPLIANCE APPROVED J AN 14 2010 C ity of Tukwila BUILDING DIVISION r t Z Q Z0 ° Q cca3 Wi z =O.. - w "\ - 1 M 0 0 � (/) J U Q M U RECEIVED < 0 NOV 132009 PERMIT CENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 PLAN; 241 DATE; 10/22/0 JOB#: 1010528 3 1 ATTACH O: S. B. SHEATHING TO TOP PLATE W/ 8d NAILS PER SHI.ARWALL PLAN NAILING. NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12" O.C. SPLICES ARE TO BE A MIN. OE 48" ATTACHED W /10d NAILS (t6 "O.C. SHEATHING LAPS TOP PLATE ATTACH O, S. B. SHEATHING TO MUDSILL W/ 8d NAILS PER SHEARWALL PLAN NAILING, ATTACH MUDSILL TO FOUNDATION WITH 2" ANCHOR BOLTS SPACED PER PLAN. SEE S1 PLAN GENERAL NOTES. 1 1 41 1 1 4 111i 1, 1 II 1 II I II 0 a Q a a DETAIL A ATTACH MAIN LEVEL FRAMING TO FOUNDATION 1AV/ 1/2" x 7" HILTI QB -TZ ATTACHED TO A 1/2" COUPLING, ATTACHED TO A 1/2" THREADED ROD OR ASTM A 307 BOLT, ATTACHED TO A"SIMPSON" LTT2OB HOLD DOWN ATTACHED TO MAIN FLOOR FRAMING PER MANUF. INSTRUCTIONS, USE A 2" WASHER AND 1/2" NUT. TOP FLANGE JOIST HANGER TO HANG OFF OF THE DOUBLE TOP PLATE OF THE CRIPPLE WALL. ATTACH HANGER PER MANUF. SPECIFICATIONS. DETAIL B III II II I: 47 ii a . 16 Q a a a a ATTACH TOP PLATE OF MAIN FLOOR TO BOTTOM PLATE OF UPPER FLOOR W/ 1/2" THREADED ROD, NUT, AND STANDARD 2" WASHER. ATTACH SHEATHING E DG ES AT TOP PLATES W/ 8d NAILS @4 ""O.C. TOE -NAIL RIIVIBOARD W1 10d NAILS @ 12" O.C. U.N.O. SEE DETAIL 'A' ABOVE WHEN HOLD DOWNS ARE REQUIRED WHERE A CRIPPLE WALL IS USED. _ T _ rT L T _ rT 1 ■•■ ,N_ ._ I r, LLJ 2 EE CL CAL 0 a I I I a a FRAME ALL EXTERIOR WALLS AT CRIPPLE WALL PERIMETERS PER DETAIL 1 ON 54 . _ _ _.. _ _ A a a m ill _III STEPP F I CR1 PPLEWALL SHEAR TRANSFER TO PRESCRIPTIVE FOUNDATION mme■.0 +.wm■Y. .si IuM•l■Y•I■MMI uIMIMMII.eka■IrtlNMMMMNNBM∎NMM NOTE: 1, WHERE THERE IS LESS THAN 4'-O" OF UNBALANCED BACKFILL AND FOUNDATION WALL DOES NOT EXCEED 4' -6 ", STEMWALL IS PERMITTED TO BE 6" THICK W/ (1) #4 CONTINUOUS REBAR WITHIN TOP 12" OF FOUNDATION WALL FOR SEISMIC DESIGN AREAS D1 AND D2. (IRC SECTION R404,1.4) 2. WHERE THERE. IS MORE THAN 4' -•0" OF UNBALANCED BACKFILL WALLS MUST BE LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING WALL. 3. FOUNDATION SUB - CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH CONTRACTOR AND BUILDING DEPARTMENT. 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS AS SHOWN ON PLANS, WHEN PLANS CALL OUT FOR A HOLD DOWN AND THERE IS A CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE FOUNDATION TO THE BOTTOM PLATE OF THE MAIN LEVEL VVALL USING A 1/2" COUPLING ATTACHED TO A THREADED ROD OR AN ASTM A 307 BOLT CONNECT TO MAIN LEVEL WALL BOTTOM PLATE WITH A "SIMPSON" LTT2OB HOLD DOWN, SEE DETAIL' A'. SEE DETAIL 'B' WHEN A HOLD DOWN IS REQUIRED WHERE A RIMBOARD IS USED. 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY. THE MUDSILL CONNECTION IS ENGINEERED. WHERE 1/2" ANCHOR BOLTS ARE MISSED PER PLAN THEN A REPLACEMENT IS ALLOWED PER S1 GENERAL NOTES. THIS PLAN IS INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE PRESCRIPTIVE FOUNDATION USING CRIPPLE WALLS THAT DO NOT EXCEED SIX FT. IN HEIGHT. iv II a 1. NTS 2x STUDS @ 16" O.C. a a a a a a a a a a �OD COMP APPROVED JAN 14 2010 City of Tukwila BUILDING DnncinN b oc 2, L12 2x BOTTOM PLATE T&G PLYVVOOD SUBFLOORING as a a a a a • -I` r' rrmmowsinim∎I (0 Z G0 F : o < zo - CZ it -CZ < CL N m (.0 0 Z O z o a Zo 0 HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 PLAN: DATE: JOB #: 2413 10/22/09 10105281 RECEIVED CITY OF TUKWILA DEC 2 2 2009 PERMIT CENTER FOUNDATION FLOOR FRAMING NOTES 1. ALL FOOTINGS SHALL BEAR ON STIFF, FIRM SOIL MEETING THE REQUIREMENTS OF DEFAULT SITE CLASS "D" PER I.B.C. SECTION 1613.5.2. DESIGN IS BASED ON 1500 p.s.f. SOIL. CONTRACTOR MUST VERIFY W/ BUILDING DEPARTMENT THAT THESE CONDITIONS ARE MET PRIOR TO WORK. 2. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE 2x HEM -FIR #2 MIN. TREATED WITH AN APPROVED PRESERVATIVE AND GALV. HOT - DIPPED CONNECTORS (OR) STANDARD HEM -FIR ON AN IMPERVIOUS MOISTURE BARRIER (I.R.C. R319.1) (OR) BORATE TREATED HEM -FIR #2 MINIMUM. 3. PROVIDE APPROPRIATE BLOCK -OUTS IN FOOTINGS OR WALLS FOR PLUMBING & ELECTRICAL STUB -OUTS. 4. USE 3000 p.s.i. CONCRETE WHERE REQUIRED BY THE I,R.C. TABLE 402.2. MAXIMUM COMPRESSIVE STRENGTH AT 28 DAYS. 5. FOUNDATION VENTS ARE TO BE INSTALLED AT 1/300 SQ. Ft PER I.R.C., SECT. R408.2. VENTS ARE TO BE A MAX. OF 3 FT. FROM BUILDING CORNERS. 6. 2x MUDSILL TO BE INSTALLED FLUSH WITH THE INSIDE FACE OF FOUNDATION WALL AT JOIST BEARING POINTS TO ACCEPT JOIST HANGERS. VERIFY THAT THE MUDSILL IS SQUARE AT ALL CORNERS. ATTACH THE MUDSILL TO THE FOUNDATION WITH 1/2 ANCHOR BOLTS AND 1/4 "x3 "x3 WASHER @ 6 FT. O.C. 7. WHERE 1/2 II ANCHORS BOLTS ARE MISSED USE A 1/2"x 7 11 HILTI KB -TZ STAINLESS STEEL ANCHOR W/ MIN. 2" IMBED. 8. REBAR IS NOT REQUIRED IN INTERIOR FOOTINGS UNLESS IT IS BELOW A LOAD BEARING POINT, OR AN INTERIOR SHEARWALL PER IRC SECTION R403.1.3. 9. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY, BUT THE CONNECTION FROM THE FOUNDATION TO THE MUDSILL IS ENGINEERED FOR RESISTING LATERAL LOADS AS OUTLINED IN THE DESIGN CRITERIA ON THE CS SHEET. 10. UNLESS NOTED OTHERWISE, THE FOUNDATION FOOTINGS SHALL BE A MIN. 12" WIDE BELOW ONE -STORY PORTIONS OF THE BUILDING AND 15" BELOW TWO-STORY PORTIONS OF THE BUILDING. WHERE SOIL PRESSURE IS ADEQUATE PER THE BUILDING DEPARTMENT. SEE FOUNDATION DETAIL 2 ON SHEET S4. 11. WHERE REQUIRED PER IRC 8406.1, FOUNDATION WALLS SHALL BE DAMP PROOFED AROUND THE ENTIRE PERIMETER USING A METHOD THAT IS APPROVED BY THE BUILDING DEPARTMENT. 1 0 0 1 0 I TYPICAL FOUND. 7' -114' S 11 STOOP BY OWNER MAX. 7- RISE, MIN. 36" SQUARE (IRC,R311.4.3) 6 VIS VA OR BARRIER H OU9H9UT CaAWL S�AE. LAP SPLICES 2" IN . � 8" FUL4 DPTIi BLOCk 'I ' �UT FOR EXT. BAWL ACCES� W /�P.�C�VE ND W LL E O NE 14' -8" 57' -11" 9 -1/2" "I" JOISTS 19.2" O.C. 57' -1 11 l JOIST B AR ON�2 x �4 PONY WALL a�VE 12" x 6" CONTINU9US FO TOP FLANGE JOIST HANGER. MUDSILL FLUSH TO INSIDE FOUNDATION PLAN 09%. 2J( z- 1/4" 24' -0" TO OFFSET 8x4 INSU ED 09R CRAWL ACCESS W TIGIf-IT ITT NC DO9R 2'.10" OFFSET 1 "x F F UN ENT REVIEWED FOR CODE COMPLIANCE APPROVED JAN 14 2010 City of Tukwila BUILDING DIVISION t 2' -0" OIfFSET CR D • TION (T P) 11 I • I r_ START POINT 9-2 ( JOIST @ 19.2" O.C. 0 (0 N zvJF- < z 0 �, c' J F Q O > M W Z o = O (7,w Z O � z Q � (1, O RECEIVED NOV 13 2009 PERMIT CENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 PLAN: 2413 DATE: 10/22/0 JOB#: 1010528 b 9 1 GENERAL LATERAL NOTES 1. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT OF THE GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 2. O.S.B. WALL SHEATHING 7/16" MINIMUM ONLY FOR EXTERIOR SHEARWALLS. NAIL SHEARWALLS PER EXTERIOR SHEARWALL DETAIL 1 ON SHEET S4 U.N.O. 3. NAIL ALL EXTERIOR TOP PLATES TOGETHER WITH 10d NAILS @ 12" O.C. MIN. 48" LAP AT SPLICES W/ 6" O.C. NAILING. ALL EXTERIOR BOTTOM PLATED WITH (2) 10d NAILS EACH STUD BAY. 4. FASTEN ALL O.S.B. SHEARVAALL W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. U.N.O. 5. WHERE PLAN REQUIRES SHEATHING TO BE ATTACHED TO THE MUDSILL ON THE PONY WALLS PER SHEARWALL DETAILS, PONYWALL MAY BE OFFET TO ONE SIDE WHEN A 2x6 MUDSILL IS USED. THIS WILL ALLOW FOR THE REQUIRED MUDSILL ATTACHMENT. SEE PLANS FOR THIS REQUIREMENT. 6. GARAGE OVERHEAD DOORS MAY BE LOCATED AT ANY EXTERIOR WALL LINE OF THE GARAGE WITHOUT REQUIRING ADDITIONAL ENGINEERING. 7. GARAGE MANDOOR MAY BE ADDED TO ANY EXTERIOR WALL LINE OF THE GARAGE WITHOUT REQUIRING ADDITIONAL ENGINEERING UNLESS OVERHEAD DOOR IS ON THE SAME SIDE. LEGEND SHEARWALL SEGMENT COUNTRY KITCHEN DINING RM. ENTRY 11t,...t.. GREAT ROOM BDRM. 3 WALK -I N CLOSET hirni C UTIL, U 1 cpP, b09.2.147. MASTER SUITE BDRM. 2 SHEAR WALL PLAN BATH MIR REVIEvVED FOR C ODE COMPLIANCE o nVED J,k 1 1 4 1{)10 City of Tukwila B UILDING DIVISION W RFCEIVED NOV 13 2009 C/) PERMITGENTE HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 PLAN: 241 DATE: 10/22/0 JOB#: 1010528 A ROOF FRAMING NOTES ALL EXTERIOR WALL HEADERS SUPPORTING ROOF LOADS ARE TO BE 6 x 8 D.F. #2 U.N.O. ALL EXTERIOR WALL HEADERS SUPPORTING ROOF AND FLOOR LOADS ARE TO BE 6 x10 D.F. #2 U.N.O. W/ BOTTOM OF TOP PLATES CUT OUT AND HEADER INSET AND FLUSH TO TOP OF TOP PLATES. STRAP PLATES AT INSET CUT. 2. UNLESS NOTED OTHERWISE, JOISTS AND RAFTERS ARE TO BE H.F. #2 MIN. RAFTERS MAY BE SUPPORTED BY POSTING DOWN TO FLAT BLOCKING THAT SPANS A MIN. OF TWO TRUSSES. 3. TRUSSES SHALL CARRY MANUFACTURER STAMP AND HAVE ENGINEERING DRAWINGS ON SITE FOR INSPECTION. ALL TRUSS BRACING REQUIREMENTS MUST BE INSTALLED PER TRUSS DRAWINGS.DO NOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR APPROVAL FROM THE ENGINEER AND BUILDING DEPARTMENT. IF A TRUSS IS DAMAGED DO NOT INSTALL IT. CONTACT THE BUILDER IMMEDIATELY FOR A REPLACEMENT TRUSS. 4. FRAMING CONNECTIONS SHALL BE "SIMPSON STRONG TIE" (OR) AN APPROVED EQUIVALENT. 5. PROVIDE ATTIC VENTILATION PER I.R.C. 806.2. THE NET FREE VENTILATED AREA SHALL BE 1/300 SQ. FT. 50% OF THE REQUIRED VENTILATION! AREA SHALL BE A MINIMUM OF 3 FT. ABOVE EAVE VENTS. THE BALANCE OF REQUIRED VENTILATION SHALL BE PROVIDED AT THE EAVES. 6. PROVIDE A MIN. ROUGH OPENING 22 "x30" ATTIC ACCESS PANEL WITH A TIGHT- FITTING / SELF- CLOSING DOOR. DOOR SHALL BE BACKED WITH INSULATION IF LOCATED ABOVE HEATED SPACE. VERIFY ACCESS LOCATION WITH OWNER AND PLANS. 7. SHEATH ROOF PER IBC CASE 1 (STAGGERED PANELS UNBLOCKED) FASTEN PANELS W/ 8d NAILS @ 6" O.C. EDGE AND 12" O.C. FIELD. DO NOT STAPLE. 8. TOE -NAIL ALL GABLE END TRUSSES WITH (2) 10d NAILS @ 16" O.C. INTO TOP PLATES. 9. TOE -NAIL EACH END OF TRUSS AT BEARING WALLS W/ (2) 10d NAILS AND FASTEN WITH TRUSS CLIPS PER PLAN. LEGEND ® = CUT OUT FOR VENTING. KITCHEN= 8''x8" FOR HOOD VENT. BATHROOMS= 4"x4", AND UTILITY ROOM= 6 "x6" FOR WHOLE HOUSE FAN. 14.5" = CUT OUT 14.5" ROUND HOLE FOR MECH. VENTIL. PLACE VENT 2 FT. FROM THE RIDGE. • = GUTTER DOWNSPOUT LOCATION = NON- STRUCTURAL FULL HEIGHT WALL FOR SHEET ROCK ATTACH. ATTACH STUDS TO TRUSS BOTTOM CHORD W/ (2) 10d NAILS AT EA. FRAMED UP STUD. "SIMPSON" LGT -2, TRIPLE STUDS TYP. TRUSS 1 " SIMPSON" LGT -2, TRIPLE STUDS TYP. ROOF FRAMING PLAN "SIMPSON" HURRICANE CLIPS H -1 (OR) H -2.5A UP TO 85 mph, EXPOSURE 'C'. 11 -10 ONLY BEYOND 85 mph. 4' OP NINE W/ 2x4 HEADER & FRAMINth ABOVE CE TEF1 VAULT THE DINING RM 5' PPEI'1ING W/ x4 HEADER & FRAMING ABOVE 1)09%- 3. 6x10 .D. F. #2 I.B.C. CASE 1 ROOF SHEATHING LAYOUT CUT SHEATHING BACK 1" EA. SIDE OF PEAK FOR VENTING 2 x 4 LOOK- OUTS @ 48" O.C. AT GABLES 2x8 OVER FRAMING "SIMPSON" LGT -2 TRIPLE STUDS TYP. J c0 0 0 ct U r ,L11 tx Q w co REVIEWED FOR CODE COMPLIANC; A mr3nVED ', 2010 City of Tukwila B UILDING DIVISION E v N E 0 a) LL LL cal [/ NOV 132009 — PERMIT CENTER Z g a HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext, 129 PLAN: 241 DATE: 10/22/0 JOB#: 1010528 NAIL TOP PLATES - ---__� TOGETHER W/ 10d NAILS © 12" O.C. BIRD BLOCKING. (OR) CONT. BLOCKING. NAIL THROUGH ROOF SHEATH. W/ 8d NAILS @ 6'" O.C. NAIL MIN. 7/16" WALL SHEATHING W/ 8d COMMON NAILS @6" O.C. EDGE AND 12" O.C. FIELD 2x STUDS @ 16 O.C. BOTTOM PLATE 2x MUDSILL (2) 10d NAILS EACH STUD BAY ENGINEERED CONNECTION FROM MUDSILL TO FOUNDATION. SEE CONNECTION DETAILS ON S4 CONTIN. TRUSS CHORD. TOE -NAIL TO WALL W/ 10d NAILS @, 12" Q.C. (OR) SOLID BLOCKING. NAIL TOP PLATES TOGETHER W/ 10d NAILS @ 12 " 0.C. G.W.B. (BOTH SIDS OF WALL) No.6x1 a" LONG TYPE S OR W DRYWALL SCREWS @ 4" O.C. EDGE AND 4" O.C. FIELD. 2x STUDS @ 16" O.C. BOTTOM PLA (2) 10d NAILS EA. STUD BAY WHERE SHOWN, USE J OVER PRESCRIPTIVE FOUNDATION WALL "SIMPSON" LTT2OB H. WI 112" x 7" STAINLESS NILTI KB-TZ, STANDARD 2 ", WASHER. MIN. 2 " EMBED. AT EA. AND OF WALL SEGMENT. (2) LOCATIONS. -� INTERIOR SHEARWALL GARAGE / HOUSE SEPARATION WALL • • 0 a a 0 a o.s.B. STOOD UPRIGHT (OR) BLOCKED - • PRESCRIPTIVE FOUNDATION d 0 • 0 0 EXTERIOR SHEARWALL 0 0 0_ fi d i 7 _ — (2) "SIMPSON" WB106 STRAPS. ATTACH PER MANUF. SPECS. USING; THE "X" METHOD. MAX. 60 °. ATTACH • BOTH TOP AN PLA - / 16 • . EA. D r ) . STUD. d a d •• �^ ii 'll cJ • C .. • PRESCRIPTIVE FOUNDATION ° • ENGINEERED CONNECTION FROM FOUNDATION TO MUDSILL. • NTS NTS • • • • • • • 0 • • 2x STUDS @ 16" O.C. (2) 10d NAILS EA. STUD BAY ATTACHMENT PER SHEARWALL DETAILS REBAR cfl z REQUIREMENTS: (1) #4 HORIZ. BAR WITHIN 12" OF TOP OF STEMWALL. -ANDS WHEN A CONSTR.. JOINT EXISTS PER IRC, 403.1.3 USE (1) #4 VERT. REBAR @ 48" W/ STANDARD HOOK. 14" MINIMUM PENETRATION. DRAINAGE SYSTEM WHERE REQUIRED PER LOCAL CODES. (OWNER RESPONSIBILITY) (1) #4 CONT. REBAR IN FOOTING DOUBLE TOP PLATES WI A MINIMUM 48" LAP AT SPLICES. 2X4 WALL © 19.2" O.C. STUDS DIRECLTY BELOW JOISTS TYP. SHEATH PONY WALLS AT INTERIOR SHEARWALLS ONLY 12 "x6" CONTIN. FOOTING. NO REBAR PER I.R.C. SECTION R403.1.3 U.N.O. ON THE S1 SHEET. —. TYPICAL N GRADE TO SLOPE 6" IN 10' -0" 2 0o r- '� 6 MIL POLY VAPOR BARRIER. PLACE THROUGHOUT CRAWL SPACE. LAP SEAMS 12" MIN. WHERE REQUIRED, PER IRC, R406.1, DAMPPROOF EXTERIOR FOUNDATION WALLS. NOTE: INSTALL REBAR IN A WAY THAT IT IS NOT WET SET U.N.O. BY DESIGNER. I 1-6', / 12" — FOUNDATION DETAIL MAX. 4' -6" WALL, MAX. 4' -0" BACKFILL PRESCRIPTIVE FOUNDATION SOLID BLOCKING AT BEARING NOT REQUIRED WHEN JOISTS ARE HUNG ON THE MUDSILL U.N.O. ATTACH JOISTS TO TOP PLATES W/ (2) 10d NAILS AT EA. BEARING POINT TYP. 2x TREATED PLATE (OR) 2x PLATE OVER VAPOR BARRIER �— 1/2 " ANCHOR BOLTS © 6' O.C. W/ 3 "x3 "x1 /4" WASHER U.N.Q. PONY WALL DETAIL NTS FLOOR SYSTEM: 3/4" MIN. T &G SUBFLOOR GLUED AND NAILED TO JOIST w/ 8d @ 6" O.C. EDGE &.12" O.C. FIELD. FLOOR JOISTS PER PLAN @ 19.2" O.C. HUNG W/ TOP FLANGE JOIST HANERS. 2x BORATE TREATED MUDSILL (OR) 2x PRESSURE TREATED ENGINEERED CONNECTION- ATTACH MUDSILL W/ 1/2 "x10" ANCHOR BOLT WI 1/4 "x3 "x3" PLATE WASHER. EMBED. BOLT A MINIMUM OF 7 INCHES (DO NOT COUNTERSINK.) SEE S1 SHEET FOR ALTERNATE CO NTS 2x MUDSILL TO HANG OVER FOUND. APPROXIMATELY 1/2 ". ATTACH SHEATHING TO MUDSILL W/ 8d NAILS @ 6" O.C. U.N.O. ON THE S2 SHEET. ATTACH MUDSILL WI 1/2 "x10" ANCHOR BOLT AND 3 "x1/4" WASHER @ 6 FT. O.C. U.N.O. ON THE S2 SHEET. HUNG JOIST 6 CONNEC. A NTS 1)09% 2)-1 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 14 2010 City of Tukwila L ILDING DIMInni (.1) D F-• < la ce — NOV 13 2009 PERMIT CENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 PLAN: 241 DATE: 10/22/0 JOB #: 1010528 3 9 1 J � z aC U UJ ^JRECEIVED LJJ NOV 13 2009 PERMIT CENTER HILINE HOMES 11306 62ND AVENUE PUYALLUP WA, 98373 (253) 770 -2244 ext. 129 PLAN: 2413 DATE: 10/22/09 JOB #: 10105281 ELECTRIC SYMBOLS LIGHT SWITCH (I1) 110 V. DUPLEX OUTLET (11) 220 V. OUTLET wi WEATHERPROOF OUTLET GFI GROUND FAULT INTERRUPTER 0 RECESSED CAN LIGHTS A TELEPHONE JACK TELEVISION OUTLET ELECTRICAL NOTES ° o SURFACE MNT. LIGHT RECESSED DOWNLIGHT 100 C.F.M. EXHAUST FAN. VTOS EQUIPMENT CONNECTION SMOKE DETECTOR HEATER /FAN COMBO. VTOS SUPPLY AIR RA RETURN AIR NOTE EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES, OUTLETS, LIGHTS, OPTIONS, ETC. MAY VARY PER BUILD AREA AND ELECTRICAL CONTRACTOR. 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY BACKUP AND SHALL BE INTERCONNECTED. OWN SHALL BE RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE SYSTEM IS REQUIRED. 2 ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF PANEL AND METER WITH CONTRACTOR. 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT -LOSS CALCULATIONS (OR) FOLLOW THE PRESCRIPTIVE PATH REQUIREMENTS FOR SIZING HEATING EQUIPMENT. 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND STATE CODES. 5. EXACT PLACEMENT OF OUTLETS MAY VARY DEPENDING ON CONSTRUCTION VARIABLES. 6. WHERE A DRYER IS VENTED TROUGH A FOUNDATION VENT THE VENT MUST BE COMPLETELY SEALED TO PREVENT MOIST EXHAUST AIR FROM REENTERING THE CRAWL SPACE. 7. HARD WIRE MECHANICAL ROOF VENT IN ATTIC SPACE. REFER TO ROOF FRAMING PLAN FOR LOCATION, INSTALL TIMER SWITCH FOR MECHANICAL ROOF VENT IN SAME LOCATION AS WHOLE HOUSE FAN TIMER SWITCH WHERE REQUIRED. I 1 % 11■111■Ne 4 11,. Gklill gP et \ t _T VAULT �} LINE 1 S L VAULT LINE 2x2 SKY ELECTRICAL PLAN 1/4 " =1' -0" FUEL FURNACE & WATER HEATER. MIN. 1 8" ABOVE SLAB AS REQUIRED PER I.R.C. I \NE RA �o- coq - ?bL4Z PERMIT RATE APP REQUIRED 120v. OUTLET GFCI