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Permit D12-223 - KAUR GARCHA RESIDENCE - NEW SINGLE FAMILY RESIDENCE
KAUR GARCHA RESIDENCE 15415 65THAVES D12-223 City of/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.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 3597000321 Address: 15415 65 AV S TIIKW Project Name: KAUR GARCHA RESIDENCE Permit Number: D12 -223 Issue Date: 11/07/2012 Permit Expires On: 05/06/2013 Owner: Name: Address: SINGH MENIAL JIT 15415 65TH AVE S , TUKWILA WA 98188 Contact Person: Name: PAVEL MELNIK 879 RAINIER AV N, SUITE A200 , RENTON WA 98052 PAVEL @URBANDESIGNS.US Address: Email: Phone: 206 - 838 -8250 Contractor: Name: OWNER AFFIDAVIT - HARPAL BIIAL Phone: Address: Contractor License No: Expiration Date: Lender: Name: Address: DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE WITH COVERED PATIO AT REAR, LIVING SPACE 4,082 SQ FT. 809 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, WATER SERVICE, NEW FIRE HYDRANT, SANITARY SIDE SEWER, DRIVEWAY ACCESS, STREET USE, PAVEMENT CUT WITHIN 65TH AVE. SOUTH, PAVEMENT MITIGATION, AND UNDERGROUNDING OF POWER. Value of Construction: $508,127.38 Type of Fire Protection: Type of Construction: Electrical Service Provided by: PUGET SOUND ENERGY Fees Collected: $12,942.51 International Residential Code Edition: 2009 Occupancy per IBC: 22 ** *continued on next page * ** rInn. IRC. -SF7 /1 n f117 -773 Printarl• 11 -07 -7017 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 1 Size (Inches): 6 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 400 c.y. Fill 300 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: Y Permit Center Authorized Signature: Date: `` I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: p6-1-1 Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. rinr•.• IRC- SF7 /1f1 (117 -723 Printpri• 11 -f17 -21112 9: There shall be no occupancy of a buildinSil final inspection has been completed andfioved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor /ceiling assemblies and fire- resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. r1nr. IR( -SF7 /1 n f117 -22 PrintMr1• 11_n7_2n12 31: The applicant agrees that he or she willip a licensed plumber to perform the work ou l in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 34: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle); and (Jaimie Reavis, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 35: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 36: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 37: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 38: PRIOR TO ISSUING THIS PERMIT OWNER/APPLICANT SHALL SIGN W/NOTARY AN SAO HOLD HARMLESS AGREEMENT. 39: PRIOR TO ISSUING THIS PERMIT OWNER/APPLICANT SHALL SIGN W/NOTARY A HOLD HARMLESS AGREEMENT FOR WORK IN THE RIGHT -OF -WAY. 40: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 41: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 42: Any material spilled onto any street shall be cleaned up immediately. 43: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 44: Pavement restoration shall be per City of Tukwila standard detail RS -3. 45: PAVEMENT MITIGATION FEE APPLIES TO THIS PERMIT AND IS BASED ON yy' x yy' = yyy sq. ft. @ $y.yy PER sq. ft. = $y,yyy = $y,yyy.yy. AS PART OF PUBLIC WORKS FINAL, PUBLIC WORKS PROJECT INSPECTOR WILL MEASURE PAVEMENT CUT, FOR FINAL PAVEMENT MITIGATION FEE CALCULATION. 46: Owner /Applicant shall contact the local postmaster regarding location of mail box installation. Location of mail box installation shall be coordinated with Public Works. 47: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 48: 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. 49: The Land Altering Permit Fee is based upon an estimated 400 cubic yards of cut and 300 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 50: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V 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 tmworked 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. 51: 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. 52: PRIOR TO FINAL PERMIT SIGN -OFF APPLICANT SHALL SUBMIT TURNOVER DOCUMENTS for any infrastructure constructed as part of this development within the Public right -of -way. 53: ** *PLANNING DEPARTMENT CONDITIONS * ** 54: Only one tree is proposed to be removed as part of this project. The tree to be removed is located within the proposed dot IRGSF7 /1n 017 -773 Printpd 11 -07 -2017 building footprint, and is not located within itive area. Replacement trees will not be 'red for removal of the one tree indicated to be removed, beca t is not located within a sensitive area. Othe es on the site are located within steep slope sensitive areas, and require replacement. If any additional trees will need to be removed, the property owner or his representative shall contact Jaimie Reavis at (206) 431 -3659 or Jaimie.Reavis @TukwilaWA.gov prior to tree removal to determine whether a tree clearing permit is required. 55: Tree protection measures shall be installed around all trees on the project site, with the exception of the one tree proposed to be removed. These measures shall be inspected as part of a pre - construction meeting prior to the start of any work on the project site. 56: ** *FIRE DEPARTMENT CONDITIONS * ** 57: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 58: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052)(A NEW FIRE HYDRANT IS REQUIRED TO BE INSTALLED FOR THIS PROJECT.) 59: Fire hydrant installation requires a Public Works permit. 60: Fire hydrants shall be oriented in the direction of fire apparatus access. 61: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 62: 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) 63: "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2047) (FIRE LANES TO BE MARKED ON BOTH SIDES OF ACCESS ROAD AND HAMMERHEAD TURNAROUND.) 64: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 65: All new sprinlder systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinlder systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 66: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 67: Maximum grade for all projects is 15 %. 68: 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) 69: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 70: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 71: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. rinc• IRC:- SF7 /10 f i2 -793 Printarl• 11 -f17 -9(119 • CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Intp://www.TukwilaWA.gov Combination Permit No. 1 ��-�- ) -3 Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *please print ** SITE LOCATION Site Address: King Co Assessor's Tax No.: i l k— 1='{-L Aug. SO . T IT,(k4 W, 4818 PROPERTY OWNER Company Name: Name: avr.t. UliL Name: City: RE rrO 1 State: Zip:q$Q� l�l V �� . erR ,^ 131-i /� L Address:] 4 Lt 6 v1*; S, City: -To ki1 k S Ira ej. ZiGJ /1 4 CONTACT PERSON — person receiving all project communication Company Name: Name: avr.t. UliL Address: Q—(n iotat___ t,,,t, 4 it , City: RE rrO 1 State: Zip:q$Q� l�l Address: 6_11.1 p4t� e u 4c c At4 City: takt State: wit Zip: ,]. Phone: (riot Isv .6,Z ax: JI Zip: Phone: Email: n r GENERAL CONTRACTOR INFORMATION Company Name: Architect Name:L mEu1v__ Address: Q—(n iotat___ t,,,t, 4 it , City: RE rrO 1 State: Zip:q$Q� l�l Address: Email: np vt i fb vrb ctes,'c,11s t 0 s City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: umAtA ` elk ciReoQ Architect Name:L mEu1v__ Address: Q—(n iotat___ t,,,t, 4 it , City: RE rrO 1 State: Zip:q$Q� l�l Phone: Fax: (206) a34 —tA2 0 Email: np vt i fb vrb ctes,'c,11s t 0 s ENGINEER OF RECORD Company Name: did gi1/41L 114,E_E- Engineer Name: 1''�16� (7 , j tt.4l -O 1,�'�l Address: Po x A n7��(v( City: LA�� ccir State: Ivik Zip: np or, �tl Phone: C,;Lri 5 3.3s1 Fax: Email: LENDERIBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:\Applications \Forms - Applications On Line\20 I I Applications \Combination Permit Application Revised 8 -9 -I I.docx Revised: August 2011 bh Page I of4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement Q.ri( 1st floor 11 CICIZ 2nd floor (lr2 Zt i Garage d carport • `�D Deck — covered uncovered • GOI z �- ^p ' ,-ti o �/� Total square footage F). 'ZS( 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206 -575 -4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 5(000 furnace <100k btu 4 appliance vent t thermostat �. wood /gas stove fuel type: ❑ electric gas ventilation fan connected to single duct -A' water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing /gas piping work $ 5poe0 `2 bathtub (or bath /shower combo) bidet i dishwasher floor drain 9 lavatory (bathroom sink) t sink A_ water heater (gas) lawn sprinkler system H: \Apphcauons \Forms - Apphcauons On Line \2011 Applications \Combination Permit Application Revised 8 -9 -I I_does Revised: August 2011 bh 3 5 clothes washer shower water closet gas piping outlets Page 2 of 4 • • PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Pkt t O P" Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila 0... Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ... Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑ ... Hold Harmless — (SAO) ❑ .. Maintenance Agreement(s) 0... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation /Fill - Right -of- Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut ❑ .. Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size ❑ ...Sewer Main Extension Public ❑ - or - Private ❑ " WO # " WO # ❑...Water Main Extension Public ❑ - or - 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: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip tl:\ Applications \Forms - Applications On Line \2011 Applications \Combination Permit Application Revised 8 -9 -1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED ENT: Signature: /1 j $ g Print Name: Mailing Address: H:\Applicaoons \Forms - Applications On Lme1201 I Applications \Combination Permit Application Revised 8.9 -I I.docx Revised: August 2011 bh Day Telephone: Date: 647-- a 2#7 6rc-- Page 4 of 4 City Pi'ukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov WATER METER INFORMATION Parcel No.: 3597000321 Address: 15415 65 AV S TUKW Suite No: Applicant: KAUR GARCHA RESIDENCE Permit Number: D12-223 Issue Date: 11/07/2012 Permit Expires On: 05/06/2013 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE WITH COVERED PATIO AT REAR, LIVING SPACE 4,082 SQ FT. 809 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, WATER SERVICE, NEW FIRE HYDRANT, SANITARY SIDE SEWER, DRIVEWAY ACCESS, STREET USE, PAVEMENT CUT WITHIN 65TH AVE. SOUTH, PAVEMENT MITIGATION, AND UNDERGROUNDING OF POWER. METER #1 METER #2 METER #3 Water Meter Size: 1 0 0 Quantity: 1 0 0 Water Meter Type: PERM Work Order Number: 11240123 Connection Charge: Y $100.00 $0.00 $0.00 Installation: Y $950.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $0.00 TOTAL WATER FEES: $1,125.00 $0.00 $0.00 doc: WTRMTR D12 -223 Printed: 11 -08 -2012 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE • PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME gAUK GAQCJca (Sit) PERMIT # .b(L • 223 C� I5+LS - C0544` Ave . S.) If you do not provide contractor bids of 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 2. Water /Sewer /Surface Water / oo /3.5po Road/Parking /Access / Seo A. Total Improvements ' / 3 .5b se,ele 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 331-1 $250 (1) 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 4.00 cubic yards Enter total fill volume Zoo cubic yards $ 331 0.00 (4) Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 V 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 15T 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ 37 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 6 ick 2;3-- - 261370e- The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 1 BULLETIN A2 • TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ 1,1 448- (6) (-ro sE uf_s ,JED) (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $1 0.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 89 So QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 ../ 101 —1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($50) C. Water Meter - Permanent* l� z‘ D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ �t2s -0-ee - (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ /91-s -- -87e6- i ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2011 - 12.31.2011 Total Fee 0.75 $625 $6005 $6630 ' I N/ $1125. $4-671--3-77-513- 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK; ACCOUNT QUANTITY PAID 6;005.00 D12 -223 Address: 15415 65TH AVE S. Apn: 3597000321 6,005.00 1 INCH $6,005.00 CASCADE WATER ALL - SPRINKLERED TOTAL FEES PAID BY RECEIPT: R6128 B640.237.500 0.00 $6,005.00 $6,005.00 Date Paid: Thursday, September 10, 2015 Paid By: HARPAL S BUAL Pay Method: CHECK 4914 Printed: Thursday, September 10, 2015 1:46 PM 1 of 1 CI SYSTEMS Parcel No.: Address: Suite No: Applicant: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov 3597000321 15415 65 AV S TUKW KAUR GARCHA RESIDENCE RECEIPT Permit Number: Status: Applied Date: Issue Date: D12 -223 ISSUED 06/27/2012 11/07/2012 Receipt No.: R12 -03337 Initials: User ID: JEM 1165 Payment Amount: $36.00 Payment Date: 12/17/2012 03:49 PM Balance: $0.00 Payee: HARPAL S DUAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. ACCOUNT ITEM LIST: Description 4494 36.00 Account Code Current Pmts FILING & RECORDING FEES 000.341.200.00.00 Total: $36.00 36.00 rinn• Rorninf_fR Printori• 19 -17 -71119 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 3597000321 Address: 15415 65 AV S TIJKW Suite No: Applicant: KAUR GARCHA RESIDENCE RECEIPT Permit Number: D12 -223 Status: APPROVED Applied Date: 06/27/2012 Issue Date: Receipt No.: R12 -03067 Payment Amount: $9,796.90 Initials: WER Payment Date: 11/07/2012 02:46 PM User ID: 1655 Balance: $0.00 Payee: HARPAL BUAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check 0100 9,796.90 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLAN CHECK - WATER METER PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 000.322.100 90830402.5000.5304.XXXXX 000.322.102.00.00 90330109 . 5000. 5301.XXXXX 000.345.830 000.322.103.00.00 000.322.100 000.342.400 000.345.830 000.342.400 000.345.830 640.237.114 401.379.002 401.342.400 401.245.100 401.343.405 Total: $9,796.90 4,839.40 922.00 189.00 1,426.00 10.00 252.00 250.00 89.50 37.00 331.25 331.25 4.50 100.00 15.00 950.00 50.00 clew: Rarpint -nR prim p& 11_07 -7017 S City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.ov Parcel No.: 3597000321 Address: 15415 65 AV S TUKW Suite No: Applicant: KAUR GARCHA RESIDENCE RECEIPT Permit Number: D12 -223 Status: PENDING Applied Date: 06/27/2012 Issue Date: Receipt No.: R12 -01998 Initials: User ID: WER 1655 Payment Amount: $3,145.61 Payment Date: 06/27/2012 01:51 PM Balance: $5,284.90 Payee: HARPAL SINGH BUAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2065 3,145.61 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES 000.345.830 3,145.61 Total: $3,145.61 doc: Receiot -06 Printed: 06 -27 -2012 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) 438 -9350 Project: �gV (; tt ata it/SF- Type insge9ctioF-(`iq Date Callev// Address: 191 (3- 16) ' '4v'e–I0 , Special Instructions: tact 14t( r� Date Wad _ V a.m. p.m. Requester: I Phone No 2-06 --Z6P—roGI Approved per applicable codes. Corrections required prior to approval. OM M ENTS: TI Inspector: Dat n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. e INSPECTION RECORD Retain a copy with permit 1)(2-zy3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 438 -9350 Project: n I & U Ir &4i -r-iw I te-S Type p% ' Kci D ( c ( s (t-- (, Address: 15 N (3 6 S` A-1/4/e_- 5® , Date Called u 08 0J 1 4nld veTS VI .j ('soli° Special Instructions: c ( ow, 1 "K. PM Date Wanted: q -7.4 - /r cir).-J ( 5- idqc e. a.m. p.m. Requester: ( 0 r \f vv ekl V. Phbne �� / ` j n r 't O Cj- EJApproved per applicable codes. Corrections required prior to approval. Inspector: // Date: _ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ke 6,, v (a& t COMMENTS: r� FV6 rvti v D ( c ( s (t-- (, ®]k r 1 u 08 0J 1 4nld veTS VI .j ('soli° 1" 1 7 opt, c7L L4K-..e t3) (e.Ll r arc rvtLAis- ce. !s0 I wjU(6. b C7 4CaSLic `t/ pie, e_, W ©c , v-GvLV tort t..k cir).-J ( 5- idqc e. t) Its K 4« a (e. ® >114 ef ie. 5 ki-c(cc-ot ,b.e:f-v-) 0,/,‘_ pCdce .ss ( 0 r \f vv ekl V. -O( V a s („Ulm- ' •co k 6 -- lie-VA-5 e to 3V/!!, Inspector: // Date: _ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ke 6,, ere [Di1110// CTI ono. INSPECTION RECORD Retain a copy with permit P(2 -u3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t (206) 431 -36 Permit Inspection Request Line (206) 438 -9350 ((®tes, { ckst 0 Project:v (C� Type of Ipect'On(' , ,• AMfg:, T 55 l� �p./ five_ j8 Date Called: J Special Instructions: MI Date Wante : is_ � —�� - 1 a.m. p.m. R •.s,., esterr' j 1 "lA 1 Phone No: fie-- 2-65- -qta- Approved per applicable codes. LJ Corrections required prior to approval. OMMENTS: Inspector: c_ Date: 9—((— 15- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438 -9350 (206) 431 -3670 Pr ject: 6 c( „ _ Type. pbIgspfction r Address: //Q�_ 1 (5 CPS /��,/J F`) ' - �✓ dC Date Called: Special Instructions: PAl Date Wanted: : I _'� a.m. p.m. Reques er: Phone No: 0 745-^ Q19 6 S- Approved per applicable codes. Corrections required prior to approval. MENTS: Inspector: rc.../ Date:q 1 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. re INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6`1! 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 proiecup A... 1., ./ A k _.s. Type.of Inspection: hr Pc M t A. A 6 t-kg? Aire E-4-:' IS SLL Ad/ Date Called: t ---.. Special Instructions: . . Date Wanted: .c.a..03) i L — I L- ji p.m. Requester: Phone No: Approved per applicable codes. ['Corrections required prior to approval. COMMENTS: fr Inspctor: Date) 1._ ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Ti2- 223 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206).431 -2451 Project: /� n 1 1 AtA C�ft{-A .. �C Type of Inspection: [� FJJFQ(( -o 1 IN-su 1 Address: 1 i-115 65 /UC Date Called: u-AIk ° L Special Instructions: Date Wanted: 1 %i j, a.m. p.m. Requester: 26(,€)3,- 53 45" U Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: pt I J 10 ZIl4 Ic-'&J = -LDS /ev& 11—; klvit 4-4 11-4\ 11S-YVA\JPcp r Inspec %r: Date: It 2 EIN PECTIONFEE REQUII4. Prior to next inspection. fee must be pai at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit. INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prot: &yr 64/? t Typ spection: In 1 :A Address: s-- 15� (J (� S A V k— Date Called: 'Special Instructions: . Date Wanted; a.m. Requester: Miff 1_eu -e Phone No: em',,.. ter d (>r0)Je o;r1 h ► It- .Reef— , QApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ¥ � Q� .. e , JA L,Aj5 0/t ,S " S o K --`ice . 0 l A--r - - -o . c (A nI\ O .�`. s-c'r`A -p i (2 e.o-5 A c "i 1A►0 \edel, X C,OA/1 €.(A 6)c c.,..IS MU eS r bp Miff 1_eu -e 4. (6 SP nn eAI- t) A *-e_r 0 or- ?AA - 4A\! em',,.. ter d (>r0)Je o;r1 h ► It- .Reef— , 'To tee,fi mown o _SQ1',A eok A6 . -. be do n-ei 0 of ro t c N ref' -A 0�e ye Inspector Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ..S!.Yr- .y�Fi. x_/•'""1,'4 �.r -�Ys )'�K'ri.�"Ec.Q; 't'S�v'.'.`iy -(s.._.1' a. ..- Cam`. ^A'3.:CTC.8..1- t___ -. .�A .-� _ INSPECTION RECORD - Retain a copy with permit INSPECTION NO. -2-23 PERMIT NO. -- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prq*t: I\ up CoArCikek fe-ES Type of Inspection: 8 Li LA 11:Ac Address: ' ` Av 154 15 (oS - e Date Called: f Akecen co 4.-_s 71.--iiSejr Special Instructions: `7-)&7-----0K IS /as(' Date Wanted: / a.m. fe. Requester: Phone No: ' p-er et-7e r Approved per applicable codes. OCorrections required prior to approval. COMMENTS: 4: ./i—Pd 0 Ie.49 Li 6 1-1- rik/ 10 ( J A-1 .EZ k 0 J6 4- Ai 64-5 `7-)&7-----0K IS /as(' mem -7i-__A uIlin A .F3T-- @_,) ,b0 3 gl ' p-er et-7e r ivp eA Pre RI D Lic't -iskr , - -3)-7-- ' elf ..._, Date:LVI1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. er INSPECTION RECORD;; Retain a copy with permit- INSPECTION NO. PERMIT NO.. DIZ -273 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206).431-2451 Project: A K.4t 41e- -cw c.l�t Type of Inspec on` sS S Address. 154115 ilSkri Date Called• 10 10 13 ..� Special Instructions: Date Wanted• r � h/ts /3 p.m. Request . j Phone o: �3 -boa --aLe7C ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Litt PUC. Sod 3S 5rTole' s4;w r ros 60. O Gif .c.,4-curAca.ncS • U,J c;: "f r , fes& .Po r IS wain rorlfir�.eid . oirrp. © k.- +o bcc 4 l (• - .. a. . -r- /o wthr tiz r tns-l4 ((e/ U c f)(-4(.-Ifi tvet¢rer steer (.5:r. ;(04- be(n v uc. t0a( 4401 -ilk _ .41ouS� I,vi(E� aL view- kftf -Cr: or._ '_ "i ff .4vnefrU I }d ---?r 5e- ✓v1C-6 - Inspector: os Date: - a /i71(3 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit :)12-1,2-3 INSPECTION NO. •- '., `.- PERMIT NO. CITY OF TUKWILA ,BUIL'DING DIVISION 6300 Southcenter Blvd., #100, Tukwila. \WA 98188 (206) 431 -367 Permit Inspection Request Line{'(206) 431 -2451 t Proje u 2 6 Arc A- ,c, Type Inspection: . `` 06 1-4- J A(u Ad Address: / (05 k J.�1k A Date Called: - Special Instructions: Date Wanted: / (4::, , 2- i3 a.m. • m� Requester: Phones No:(0 ` ,, , s — 6/ O s El Approved per applicable codes. Corrections required prior to approval. Z COMMENTS: /1 AIA; ( !a(� 5 GO A-6S . AA A J TSB, 9 IL/Ai ex fi-0 Q Date: / Q � f n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 D12ZZ3 Pro'ect: Ko*ir ("ArCkA Type of Inspection: �,,f,0 J-AO vJ)i ,.- Ad) re.ss: I -)4 i .5 * r (0,. Avr—, Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone (L' N� — 27'0 t0 / C J - 9 / (J 5 Approved per applicable codes: t_J Corrections required prior to approval. 7 COMMENTS: S oA Jeep cA6 S OA 5��P�� f1- 4J Ins{ ector: Date I-2 nB REINSPECTION FEE REQU)4�ED. Prior to next inspection, fee must be paid at 6300 Southcenter ,id.. Suite 100. Call to s e dule;reinspection. fD J INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. sb CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ro'ect: IAA C,.�(,� Type of I ectio cam.. -V (e --CD n d d ress . L t v'i cc,/ �7 Date Call e ce _7 i 1 .0'5 _ Special Instructions: yv vah, IR —PPS• Date Wanted:.y € (, ein. �� ' Reu q r: wi soi Q�, Phone No: a53- : - DOW el S ea+ at ra 1'5 -I II Sf"a((ea( -0075 CA11 G orszkv 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: , e- -con co/not/Ad-ea( with on -si - rcPS I - DOW el S ea+ at ra 1'5 -I II Sf"a((ea( -I'© r14-v fr-s7-4ia(a.rats• 0 - I &c' ;( I Inspector: Cis Date: r f (q 13 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. t2 INSPECTION RECORD Retain a copy with permit IN PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 kr.. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 DI2-223 Proj cr }a U ,� riz J `1 E Type of In pecti = C- Addre 41 ( 5 ii (3 T� A E ft v y Date Called: — ^.--^- Special Instructions: Date Wanted: ! ...A.M.. p.m. Requester: Phor.� No:4 . V s- G,' 0 4:7 , Approved per applicable codes. Corrections required prior to approval. 7 COMMENTS: Inspe tor: A Date: /- -1 - f3 n REINSPECTION FEE REQUIRED: Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit. INSPECT! N NO. PERMIT NO. N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 po-4:1-s Pr a t: jr 6 Ai dd-lk Typed/ In/sp o f. Addrep:4 !) __ ��' ((k Date Called: Special Instructions: p Date Wanted:. , 4, a. P.m. Requester: P'-,ne No: w -- el6 ( —C,i • Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Insptor: 13t1� .ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100 . Call to schedule reinspection. Da *7-9 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 vie_ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 (2- 22-3 Pro ct: IS ALA G1W.:/ - Res, Type, of Inspection: ‘ JCcDat S k6r'- n1 4 Add ess: >4 I S 5S J}Vk. Date Called: u'v iz Ft o r Special Instructions: ED r- .3 C , c, �.'k- ! j - 145 I e L q t j- Date Wanted: G: —ri 13 a.m. �m Requester: Phone e 6_ 2( S - 9 C! S Approved per applicable codes. El Corrections required prior to approval. COMMENTS: o K— _ � afl 3 . - et J/46 - f-ea3r ;.)j SL -eAT rrec)'N AS .* C-0 D! e ' P ;J ,,1: -e sic_"- ED r- .3 C , c, �.'k- ! j - 145 I e L q t j- bA - ' 5X- �? ' 'l i) J A C s. .0 '. Ai /i i Y / , 4ai ► ®^r Inst 'pector: akkieA Date4 9 0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 c7 -22-3 Pro ec Atl L A ,n- r/ l _0 /1 DA t Type of Inspection: J -e,ST2 --�; I-1 r Address_- y` (Dateaniled: N 1T e?C ez 30 rosr . �. A`�` . A- a CIA-t0.1° L i fDon , (A l Special Instructions: I A-A L ,r-r-- ex A 1° _ -- I I - Avis w i &) -- U ' r P ld, _ 4 .c ree Date Wanted: ,„k D In / r / r ! a.m. -, c2 Requester: Phone No: ElApproved per applicable codes. 0 Corrections required prior to approval.. COMMENTS: A1 iJ ,n- r/ l _0 /1 DA t .SIPvfr-2 w;TL, ,6: 2T_ fir. 1 ,' A-- pL, d 4 Q �,�.. 1 e 63 Aim 4. A6 Ft-e_, 1 4.1f- f &J, f .6, e Iii ,*/ii Pi A )C Su I. 0 el N 1T e?C ez 30 rosr . �. G r co r p M rto , 1 , 3 r 7 0 6 A- a CIA-t0.1° L i fDon , ` pb,..,:__ ,c-ri.u."--Die )....._Je..,/ A=\ 5 0 rn r4 (d re 1/4--(1,,, /I (S "..N . J . J e I A-A L ,r-r-- ex A 1° _ -- I I - Avis w i &) -- U ' r P ld, _ 4 .c ree Inspector. A1 iJ Date : n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D(2-2:2-3 INSPECTION NO. PERMIT NO.6 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 I- , Projec> vg. 6 ^C`4 Type pfln �tiio A6 D ' Addresses �^ Date Called: Special Instructions: Q Date Wanted:. - � � —� ' r'3 — .,p.m.. p.m. Requester: k ()IA -�`_ i V- P(I t 4<__ a: „L 6 4 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: e3 `--- -. 6.A) - J x--41: '\- ?).. c k ()IA -�`_ i V- P(I t 4<__ a: „L 6 4 r A Inspeator: • ei o t \ I\ / Date:” i_5 V ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �! 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 .n 2;-223 Pra�(+'�e`c�tf:� j qn (/_� /� / t 1 �[ OE � \ l.:J!'N G.../ � r Type o Inspe t'on: ; 4 1v0 t �'AG -.P ' AS Ad reams: .. v 54 { /05 AVE-- Date Called: (2 kJc . - S-pe.6-: (-J c. , r,._ a r- Special Instructions: Co) pr f.3(o "0 l- Date Wanted:. -° `1. a.m., p.m. Requester: Phone : 2-5: (£to'7S. .) idp.e_ 69- MA-Ai , sn (•_(.J o 4 6'1' EjApproved per applicable codes. Corrections required prior to approval. COMMENTS: C t) 0 .. .- -R f--i) r ..) ir'c�_ ' i Dig A: (2 kJc . - S-pe.6-: (-J c. , r,._ a r- vie. er ..0, itA a p Odg,"4 s L e_ '/UC M f -- e 7 IC461A 1 I .) idp.e_ 69- MA-Ai , sn (•_(.J o 4 6'1' J P(t O r —r-v r-S i J , J e_ Ai 1/ ; ti -e_1-71.PdiL- Inspector !i' Date./1; \ n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION G 6300 Southcenter Blvd., #100, Tukwila: WA 98188 1r_ (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 b 2_ -12-3 Prdi c-t: Type of Inspection: ( Address: raj I 4 {5 (1, Av Date Called: - Special Instructions: f t° SC� y� . I. , . Wanted: Date d — ( a. ,, – ( P.m. Phone No: 2:c3 —3 d'''./ s61 4 I/I Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspegtor: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 43 �+4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pr�oj ct: A`/. � CAS6:A Res , Type of Inspection: (.t, A 6, _ . S J i Address: _ I Sae 1 S CO S A\/F.. -- Date Called: —. Special Instructions: o J . 4" w Y_A.t i` j n �U! .84 f p ,S �D G� .a l 3 , ,,Cre_ r, ) f S"�d ( .4.1-C Date Wanted; __ �. -12. _1 a�.r p.m. Requester: /0� M.n k- -1 `reS 0 r '50S , , /IA dc Ph^o�ne No: ' F_% \ t ,, � � r 0 Approved per applicable codes. Corrections required prior to approval. r COMMENTS: WAT-1.417v-17MAter*S--'16-.‘ -76'14-L4''-4-7-7-A J ,,-1. ) a i M-e , f Jr I,Sidittg fo ofeo4 u 1 zee -- • Aef 2A-se r Ca i t 6 e 3t".- 61A. Co R"L. ; s rea .tt r-' "A A 4' ff n ''T" sA - Jib 6r Ave ire 0 A C s Ai ^ M.n k- -1 `reS 0 r '50S , , /IA dc nA-JPI " ((el FAA Le TO -- rtie C A-1-C; 4- A eA —r -o, a_ fry v AT-0 � ' As 0,4 t_ZpCA;' .Ir: (�J`r ar e€ AS SJJn = %e /SGJ -..P.. A(' A'f", izi- -,D 6 6JJ) • Inspector:; A or ()NE n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 5kotA) f 1( Of. & T �(oor oP2-A Logue ter INSPECTION RECORD Retain a copy with permit- INSPECTION NO. PERMIT NO..�r CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 12,- 2:?3 P oject: R ik. (Afc }t lei.AeAte Type of Inspection: - E,. N%J'.4 ,sQN Address: _ _ V`` 1 5Zj 15 (07 i1vf. Date Called: Special Instructions: 10 /+ A Date Wanted:. - -a.rn_ I Z- 1 1 -/ Z . p.m. Requester: Phone No: 23 3 - 3 X11 5 ,/ :2 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: D--- /A 1 �r Al - ( 10 00u�S bJ c o nef4P.-1 ` _ —i -g`r a ■ n.C." vt1kRo.- i _r,.s Op 6)- r f-o r 1 o o o a s b S ° ' NO x eS ) e, Al ( .L .;se Nth --rte _`1 ,A-- n14s 29 7.1- N ;/I !AWN' N' --` I 12t- t11 f-; 0 .d i't ithle A 7 d 1- -4 J e .P n1 A t - - - 1 Q ?? r -v r _c F o `Ir\s icn A-uAtk/tb(e p: u l6:r, ttbP - i Ni fit' 1. ___--- n Inspect ' r: �— Date: 17. -Iq 1L ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. --INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1e' r_ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project. 1ur-G J -.iX1 Type of- Inspection ._--►k (- J At1, 01 Address: _ . •t ,- Date Called: Special Instructions: iC 1 --'_ Date Wanted:. 1 `"'7a.mm 2.• -1 - I2_. _4p :ni Requester: O Phone No t- 0 Approved per applicable codes. © Corrections required prior to approval. COMMENTS: iC 1 --'_ /� 't ( ( , \ i e t l) r) 1 A_1 ,` \, r O '\ '' c: --r t t- r `-z_a›. Q I.:, r ;2 A la A- (rte ` i 0 c 9 P r n `' 1.--.- ,7r\ t 7`/. . — I t • Inspect` Date: ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. 'PERMIT NO. CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206)'431 -3670 Permit Inspection Request Line (206) 431 -2451 1 . ) 2 - 2 2 , 2 Project: 1 <AOR CC!i RCxiI Wc, Type of Inspection: T1 G. "'_' FCOl r`. Address: 151-IiS (c) S AV S Date Called: Special Instructions: Date Wanted:. Ca , 10. •- I- 1 -12:. -p.m. Requester - Phone No: I .2.- A -- 3 7 7- i 2 67 rAd Approved per applicable codes. orrections required prior to approval. COMMENTS:? pr Z //'F- t /1, 7f Pis? rig nc .a 4CC 4. / /-`i` /L ;ON2 x"467i,+16, - 4 PPd /Y.$ 6 ✓ J' q7/ - SP2E4 ;"r‘o.4 1r f r �`s•G' "s Sit/* 2A . I , spec�toj: JFrr4 1 ) Date: /2- V- /.7< ❑ - R INSPECTION FEE IkEQUIRED. for to next inspection,. fee, must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule' "reinspection. INSPECTION INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO... CITY OF TUKWILA BUILDING DIVISION.. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: /,, ,rur ;xacAA ge5icf4( -P Type of spection: , re -Can Address: /5915 4.'A /rs Date Called: 11 lab /r a, Special Instructions: ()all -TO filAAA-- - Fria ( IV i /lye Cf%<Y` Date Wanted: .f / / - (-m? Requester? Phone No: 3y/7-,_.9,70.,/ ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Prc - co el Co l v' f . D r - ((OS . Inspector: 17 S Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection: Do INSPECTION NO. CITY OF TUKWILA BUILDING D 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit 17..-2.2. 3 PERMIT. NO. IVISION (206) 431 -3670 Project: (,a_rd ii. 51A,� c.' Type of Inspection: twe -(tili fwrlitai' ixite. h5 Addrreess: /r�� _. I5LiiC ('fi� ' AVt _ Date Called: II! 7f /l7 Special Instructions: Date Wanted:. I/ /2. if 2- a m P.m. Requester: ..F . Phone No: Approved per applicable codes. 0 Corrections required prior to aprova \. COMMENTS: trivt., 401,S in 141 i 64i f (F' n1 S r%o kw. teem ILL. ` Y.Uc rokrtA Aire nii3 c i r/Wolki MI ## did i/s,l CuAti U NO a dI f t'tI tt 1 -frr .S 411411 1 ti 4 a tom° 1 4 tea;1l7 aa�r /i Inspector: v Date: n REINS ECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Dia - %3 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206 - 575 -4407 Project: �14 �- C. P<,2ce} QS�c� Type of Inspe on: (�. It -(_, Address: /s—t.( l5� Suite #: 63- ill Contact Person: Special Instructions: Permits: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: _- Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: l d . Q.-) 5-/cAc- 1._ fie'v Ji.e 5. 54r-e S' a e o k Uu SR_ SP — OK iijs1.( 5 Pi, vk( -ef /,Rues' ia cow i(o=c+, rig - `s Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: An Date: `�/ /d/ Hrs.: L_ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 i INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /3 -s- 16 D/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project• ,, ,, 1 �(�l CJ ��'�L k 14- Sprinklers: Type of Inspection: S� Address: , 5— r [ is--- Suite #: `I 6 s 1— m S Contact Person: Special Instructions: Phone No.: IS1Approved per applicable codes. Corrections required prior to approval. COMMENTS: thAro c7K Dk_ T75. 0.")v -er- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ki.,1 <^ c----ci-- Date: i01 fbh . Hrs.: c9___ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 A & E Insulation, Inc. 15205 39th Avenue NE Marysville, WA 98271 Office: (360) 651 -1058 Fax: (360) 651 -1259 Website: www.aeinsulation.com Date: q fig hr - 2_2_3 Builder or Owner House address or lot : # =°_: Ring (if applicable) :4, ir.-fLea age Tenting; (Blower- Door Test; Conditioned Floor Area:;. Calculated Volume (Cubic Feet) eiling.HeigFt(ft) Standard Tested: CFM' Test Result (ACH50), 555:0 ACHso:'s' - ((CFN.450X 60) / Conditioned Volume);' Signature Glossary Pascal (pa): Unit-of pressure CFA: Conditioned floor_ area in.square feet . -.° CFM50: Cubic feet _per minute of air leakage at 50 pascals'of pressure' Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Conditioned Volume: Volume of conditioned space (CFA X ceiling hieght) ACH Air:chan es: Per hour at 50 ascals of ressure: so�� g p pascals . p - . Air Leakage Testing Code Language RECEIVED CITY OF TUKWILA SEP 2 1 2015 PERMIT CENTER R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspectiomhas confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. During testing: 1. Exterior windows and doors, fireplace and stove doors shali,be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open, access hatches to conditioned crawl spaces and conditioned attics shall be open; 4. Exterior openings for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. HVAC ducts supply and return registers shall not be sealed. Nov. 22. 2013 1:14PM Kliemann Bros HVAC C No. 3235 P. 1 (know Code up p WASHINGTON STATE UN I \T.RSITY EXTENSION ENERGY PROGRAM Permit #: . Duct Leakage Affidavit (New Construction) �1 ra)„3 House address or lot number: 6 cosi(A. l-Q City: Cond. Floor Area (ft2): '1 T/ Zip: 9 XZ- Source (circle one): is Estimated Measured Duct tightness testing Is not required. The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. Alr Handler In conditioned space? ❑ yes 93 no Air Handler present during test? 0 yes ❑ no Circle Test Method: Leakage to Outside otal Lea MaxlMum duct leakage: Post Construction, total duct leakage: (floor area x .04) = CFM@25 Pa Post Construction, leakage to outdoors: (floor area x .04) = CFM @25 Pa Rough -ln, total duct leakage with air handler Installed: (floor area x .04) = 1(9K CFM@26 Pa Rough -In, total duct leakage with air handler not installed: (floor area x .03) = CPM@25 Pa Test Result: f4/1 CFM @25Pa Ring (circle one if applicable): Duct Tester Location: (LIA - Open 1 Q 3 Pressure Tap Location: v1-e Ov e a4— Sy' 4c) ./A_ Icertify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: Technician Signature: Date: 6 — L G% / 3 SSC Technician: Technician: . Phone Number: 5?-37—CAS S Apr 02 131 i:32a A Loving Heart (425) 486 -0267 p.3 Anstey Engineering CIVIL ENGINEERING /CONSULTING 8627 NE 180th Street Bothell, Washington 98011 (206) 303 -7639 fax (425) 486 -0267 e -mail: benanstey @juno.com To: Mr. Kaur Garcha 14446 — 59th Avenue South Tukwila, WA 98188 Ph 206 - 265 -9065 C/O GNR Dozing Subject 15415 — 65TH AVENUE SOUTH TUKWILA, WA 98188 PARCEL # 3597000321 To Whom It May Concern: i ECEIVED OF TUKWILA R 12 2013 IT CENTER Upon review of my site plan dated 9 -20-12 of the above mentioned house, I ave determined that the footing drains can be connected to miridrain 6100 instead • f gravel backfill without affecting the drainage plan. The miridrain 6100 needs to be ' stalled per the manufacturer's recommendations in a workmanlike manner and properly 4 . nnected to the footing drain to prevent clogging or silt migration. If you have any questions please call me. Yours truly, Ben Anstey, PE Civil Engineer Apr 02 13 7:32a A Loving Heart (425) 486 -0267 p.2 Anstey Engineering CIVIL ENGINEERING /CONSULTING 8627 NE 180th Street Bothell, Washington 98011 (206) 303 -7639 fax (425) 486 -0267 e -mail: benanstey@juno.com To: Mr. Kaur Garcha 14446 — 59th Avenue South Tukwila, WA 98188 Ph: 206- 265 -9065 Subject: 15415 — 65TH AVENUE SOUTH. TUKWILA, WA 98188 PARCEL # 3597000321 To Whom It May Concern: Upon review of my site plan dated 9 -20-12 of the above mentioned house, I ' ave determined that the Garage finish floor can be lowered 2 feet to Elevation 92 'thout affecting the drainage plan. At elevation 92 a 2% flow path is still provided • the Catch Basin in the driveway. If you have any questions please call me. Yours truly, Ben Anstey, PE Civil Engineer OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 12 -0776 Project: Address: CONCRETE REPORT Report Number: RC80546 Permit Number: D12223 Harvinder Residence 15415 65th Avenue S, Tukwila Inspector(s): Tim Horton Client: Harvinder, Harpal 1 Address: 14446 59th Avenue S, Tukwila Date: 12/19/2012 MM�iM'4 1 Description /Location: Perimeter walls foundation level. Samples taken at point of discharge. Resteel Verified: Yes 12/19/2012 Tim Horton (Grade 60) Mfg: Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Miles 18300BF 5" 30 Pump Yes 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Time Cubic Water Made Yards Added 10.00 0 gal. Slump C 143 Actual ❑ Batch Weights /Cubic Yard 370# 1534# 300# 3/8" Slag (Ibs): 1530# 7/8" 53# 32 gal. Air % C 231 Conc.Temp C 1064 6" n/a 57 °F Ambient Truck Ticket Temp No. No. 42 °F M096 272835 Weather: Overcast Slump Range: Air % Range: Date Samples Picked Up: 12/20/2012 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING /PLACEMENT: Conforms: 0 Does Not Conform: ❑ Specimen Number Test Field Age Date Cure (Days) COMPRESSIVE TEST RESULTS Size (in.) Area Weight Max Load Strength (Sq.ln.) (Lbs.) (Lbs.) (psi) Fracture Type (other than cone) 1 1/3/13 1/16/13 1/16/13 4 1/16/13 *= Discarded 15 4 x 8 12.56 8.84 34,650 2760 28 4 x 8 12.56 8.85 50,080 3990 28 4 x 8 12.56 8.82 46,070 3670 28 4 x 8 12.56 8.84 50,290 4000 Tested in general accordance to: ASTMC39 Copies to: © Client 0 Engineer 5 Building Dept ❑ Owner ❑ Contractor 5 Batch Plant ❑ Architect ❑ Others ASTMC617 ❑ ASTMC1231 ❑ Technical Responsibility: It 1(I Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 12 -0776 CONCRETE REPORT WNC‘ 0 Report Number: RC80546 Permit Number: D12223 , ` ' o Cj Harvinder, Harpal �Oj 14446 59th Avenue S, Ti Project: Harvinder Residence Address: 15415 65th Avenue S, Tukwila Inspector(s): Tim Horton Client: Address: Date: 12/19/2012 Description /Location: Perimeter walls foundation level. Samples taken at point of discharge. Resteel Verified: Yes 12/19/2012 Tim Horton (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Miles 18300BF 5" 30 Pump Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Time Cubic Made Yards Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cast Samples: 1-4 10.00 Water Slump Added C 143 0 gal. 6" Mfg: Actual ❑ Batch Weights /Cubic Yard 370# 1534# 300# 3/8" Slag (Ibs): 1530# 7/8" 53# 32 gal. Air % C 231 Conc.Temp C 1064 n/a 57 °F Ambient Truck Ticket Temp No. No. 42 °F M096 272835 Weather: Overcast Slump Range: Air % Range: Date Samples Picked Up: 12/20/2012 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING /PLACEMENT: Conforms: 0 Does Not Conform: El Specimen Number Test Date 1 1/3/13 Field Cure Age (Days) 15 COMPRESSIVE TEST RESULTS Size Area Weight Max Load (in.) (Sq.In.) (Lbs.) (Lbs.) 4 x 8 12.56 8.84 34,650 Strength Fracture Type (psi) (other than cone) 2760 *= Discarded Tested in general accordance. to: Copies to: Client Ei Engineer ❑ Owner ❑ Contractor ❑ Architect ❑ Others tn ASTMC39 Q ASTMC61 7 ❑ ASTMC1231 -0 Building Dept Batch Plant Technical Responsibility: Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 Coatings & Waterproofing DESCRIPTION CCW MiraDRAIN 6000 is a high - performance, high- strength drainage composites consisting of a three - dimensional, high - impact polystyrene core, and a nonwoven filter fabric. The filter fabric is bonded to the dimpled polystyrene core to minimize fabric intrusion. The fabric also prevents the passage of soil particles into the core, while allowing water to pass freely. TYPICAL USES CCW MiraDRAIN 6000 is designed for use in high -flow, high - compressive strength, vertical drainage applications where single -sided subsurface drainage is needed. The flat side of CCW MiraDRAIN 6000 fits directly against wall surfaces making them ideal for foundation walls, retaining walls, bridge abutments, and other similar structures. CCW MiraDRAIN 6000 also serves as protection course over CCW Waterproofing Membranes. FEATURES AND BENEFITS • Relief of hydrostatic pressure buildup against subterranean surfaces • High -flow drainage capacity - up to three times the flow capacity of aggregate or sand • No- clogging drainage performance • High compressive strength system withstands installation and in -situ earth stresses • Enhancement of waterproofing system by channeling water away and providing a secondary water retention layer • Cost- saving, lightweight, easy -to- install panels eliminate the need for aggregate CCW MiraDRAIN® 6000 Drainage Composites TECHNICAL DATA PROPERTY METHOD UNIT TYPICAL VALUE CORE Thickness ASTM D1777 in (mm) 0.40 (10.16) Compressive Strength ASTM D1621 psf (kPa) 15,000 (719) Maximum Flow Rate' ASTM D4716 gpm/ft2 (I/ min /m) 15 (188) Installed Ver- tically2 ASTM D4716 gpm/ft2 (I/ min /m) 12.5 (155) FABRIC (DCNO4) Apparent Opening Size ASTM D4751 US Std Sieve (mm) 40 (0.42) Water Flow Rate ASTM D4491 gpm/ft2 (I/ min /m) 200 (8,148) Grab Tensile Strength ASTM D4632 lbs (kN) 80 (0.36) Grab Elongation ASTM D4632 % 60 Puncture Strength ASTM D4833 lbs (kN) — SYSTEM Performance Index — 18,250 All flow rates were tested at 3600 psf. • Drainage Performance Index is a function of ASTM D4833, D4632 and D1621 'In plane flow rate @ gradient of 1.0 'Installed flow rate with sod overburden at vertical gradient of 1.0 INSTALLATION GENERAL INFORMATION CCWMiraDRAIN prefabricated drainage panels may be installed in a variety of construction applications. They may be installed against retaining walls, foundation walls (both waterproofed and non - waterproofed), lagging systems and buttress /landfills. CCW MiraDRAIN can be cut with a utility knife or scissors. Slurries, shotcrete or concrete may be placed directly onto either side of the panels. The panels can terminate at the top of the footing and are flexible enough to form right angles to cover the top of the footing. CCW MiraDRAIN eliminates the need for a protection course over waterproofing systems. Native soils can be used over CCW MiraDRAIN. (Contact your local Carlisle Coatings & Waterproofing representative for specific guidelines). FOUNDATION WALLS / VERTICAL APPLICATIONS The CCW MiraDRAIN panel can be installed in rows or columns with the fabric side toward the soil. Each method has its advantages depending on the criteria of the project as to which method is best. When installing the CCW MiraDRAIN in rows: • Place the longitudinal edge of the core against the wall so that it is flush with the wall footing. • Attach subsequent panels in shingle fashion, placing the longitudinal edge of the upper panel over the flanged longitudinal edge of the lower panel. When installing the CCW MiraDRAIN in columns: • Start at the low point of the wall and attach the panel to the wall. • Adjacent panels should be joined together with the lateral edge of the connecting panel placed over the flanged edge of the previous panel. The fabric from the adjacent panels should overlap the preceding panel. The fabric can be adhered with CCW CAV -GRIP, mastic or duct tape. The top or terminal edge of the CCW MiraDRAIN should be sealed by wraping the extra filter fabric around to the back side of the panel, and if there is insufficient fabric, the core shall be cut out from the fabric by a depth of 3 dimples to provide excess fabric for wrapping behind the core. This will prevent soil or other foreign construction materials from intruding into or behind the panels. A "set back" or "ledge" condition may be encountered on some construction applications. Where this condition exists, CCW MiraDRAIN panels should be installed beginning at the bottom of the wall and ending at the ledge. Subsequent courses of CCW MiraDRAIN should be installed flat against the upper wall portion and placed so that 4-6" (10- 15 cm) extend down and over the lower edge. The overlapping CCW MiraDRAIN sections will be pushed flush against the wall during backfilling. ATTACHMENT METHOD - NO WATERPROOFING MEMBRANE The CCW MiraDRAIN should be attached to non - waterproofed walls with CCW CAV -GRIP contact adhesive, CCW SecurTape tape or concrete nails. The CCW MiraDRAIN will be permanently secured upon completion of backfilling. Backfilling should be placed within two weeks. Backfill to at least 6" (15 cm) above the top edge of the CCW MiraDRAIN. ATTACHMENT METHOD - USING CCW MIRADRI 860/861, CCW 525, CCW SURE SEAL, OR CCW -500R WATERPROOFING MEMBRANES The CCW MiraDRAIN should be attached with CCW CAV -GRIP contact adhesive or CCW SecurTape. Apply CAV -GRIP over entire surface of waterproofing membrane and mate the two surfaces together. The CCW MiraDRAIN will be permanently secured upon completion of backfilling. Backfilling should be placed as soon as possible. Backfill to at least 6" (15 cm) above the top edge of the CCW MiraDRAIN. ATTACHMENT METHOD - USING CCW MIRACLAY WATERPROOFING MEMBRANE The CCW MiraDRAIN should be attached over the CCW MiraCLAY membrane using concrete nails and washers. ATTACHMENT METHOD - SOLDIER PILE SUPPORTED EXCAVATIONS The CCW MiraDRAIN should be secured with the appropriate fasteners for the substrate, i.e. concrete, masonry, wood or soil. Prevent concrete from flowing behind the CCW MiraDRAIN core by sealing the backside of the panel with duct tape or wood furring strip. Sealing the backside of the panel is not necessary if CCW MiraCLAY waterproofing membrane is applied over the CCW MiraDRAIN prior to pouring concrete or shotcreting. Voids in the soil or lagging that exceed 6" (150mm) across and 5" (12.5cm) deep must be filled to provide support for the CCW MiraDRAIN. DRAINAGE COLLECTOR /DISCHARGE SYSTEM Collector Pipe Place CCW QuickDRAIN or collector pipe as required in design details. The CCW QuickDRAIN should be installed adjacent to the CCW MiraDRAIN. Care must be taken to ensure a con- tinuous drainage path between the CCW QuickDRAIN and the CCW MiraDRAIN panels. For installations where a collector pipe is specified, encapsulate the collector pipe in a gravel bed with a supplemental section of filter fabric as a separator /filter. DETAIL REQUIREMENTS For standard installation details, follow the CCW MiraDRAIN detail drawings. For non - standard installation instructions contact your local Carlisle Coatings & Waterproofing representative. PACKAGING Packaging: CCW MiraDRAIN 6000 and 6200 are available in rolls of 4' x 50' (1.22 m x 15.24 m). CAUTIONS / LIMITATIONS Limit ultraviolet exposure by backfilling within 7 days of installation. Any panels damaged during installation should be replaced by the installer. Limitations: CCW MiraDRAIN is resistant to chemicals in normal soil environments. However, some reagents may affect its performance. Carlisle Coatings & Waterproofing representatives should be consulted concerning the suitability of CCW MiraDRAIN in unusual soil environments. LIMITED WARRANTY Carlisle Coatings & Waterproofing Incorporated (Carlisle) warrants this product to be free of defects in workmanship and materials only at the time of shipment from our factory. If any Carlisle materials prove to contain manufacturing defects that substantially affect their performance, Carlisle will, at its option, replace the materials or refund its purchase price. This limited warranty is the only warranty extended by Carlisle with respect to its materials. There are no other warranties, including the implied warranties of merchantability and fitness for a particular purpose. Carlisle specifically disclaims liability for any incidental, consequential, or other damages, including but not limited to, loss of profits or damages to a structure or its contents, arising under any theory of law whatsoever. The dollar value of Carlisle's liability and buyer's remedy under this limited warranty shall not exceed the purchase price of the Carlisle material in question. 900 Hensley Lane •Wylie TX 75098 am= 800 -527 -7092 • www.carlisle- ccw.com Coatings & Waterproofing Carlisle, MiraCLAY, MiraDRAIN. DrainGrip and QuickDRAIN are trademarks of Carlisle.© 2008 Carlisle. 60 141 I CCW MiraDRAIN 6000 07/09 DBASF The Chemical Company PRODUCT DATA 7 07 11 Dampproofing Description Hydrocide" 600, 700 and 700B are cold - applied water -based emulsified- asphalt dampproofing and vapor- retarding coatings for use on "green" or slightly damp surfaces. Hydrocide" 600 is fiber -free for application by brush or spray. Hydrocide" 700 is reinforced with long fibers for application by trowel. Hydrocide 700B is reinforced with short fibers for application by brush or spray. Yield Hydrocide° 600: 70 — 100 ft2 /gallon per coat (1.72 — 2,45 m2 /L per coat) Hydrocide" 700: 25 ft2 /gallon at 1/16" wet film (0.61 m2 /L at 1.6 mm wet film) 12.5 ft2 /gallon at 1/8" wet film (0.31 m' /L at 3 mm wet film) Hydrocide" 700B: 30 — 35 ft2 /gallon per coat (0.74 — 0.87 m' /L per coat) Packaging Hydrocide`" 600 arid Hydrocide " 700B: 53 gallon (200.9 L) drums 5 gallon (18.93 L) cans Hydrocide' 700: 53 gallon (200.9 L) drums 5 gallon (18.93 L) cans HYDROCIDE® 600, 700, 700B Waterborne emulsified - asphalt dampproofing compounds Features • Suitable for "green" or slightly damp surfaces • Nonflammable • Water clean up • Flexible • Wide service temperature range, -40 to 150° F ( -40 to 66° C) Benefits Speeds dampproofing of new foundation walls Minimizes fire hazards during application User friendly; enhances production Withstands normal expansion and contraction Suitable for most climates Color Black Shelf Life 1 year when properly stored. Storage Store in unopened containers in a cool, clean, dry area. Do not allow these materials to freeze in the container; do not store below 35° F (2° C). Where to Use APPLICATION • Foundations • Faces of cavity walls LOCATION • Exterior surfaces (below grade) SUBSTRATE • Concrete • CMU • Exterior -grade gypsum board • Bonding polystyrene insulation to many substrates How to Apply Surface Preparation Surface should be free of oil, grease, dirt, laitance and loose material. Dry surfaces must be dampened with water and kept damp until application. Application 1. Apply Hydrocide" 700 with a trowel. 2. Apply Hydrocide` 600 and 7008 by brush, roller or spray with the proper equipment. Consult the spray equipment manufacturer for more information. EXTERIOR SURFACES BELOW GRADE —DENSE SURFACES 1. Apply Hydrocide" 700 in 1 coat by trowel. Apply 700B in 2 coats by brush, roller, or spray. Allow first coat to dry tacky before applying second coat. 2. Fill in all crevices and grooves, making sure coating is continuous and free from breaks and pinholes. Carry coating over exposed top and outside edge of footing. Spread around all joints, grooves, and slots and into all chases, corners, reveals, and soffits. Bring the coating to finished grade. 3. BACKFILLING: Place backfill at least 24 — 48 hours after application, but within 7 days. Do not rupture or damage the film or displace the coating or membranes. Some situations may require protection board. 1Sonnebornl SONNERORN. PRODUCT DATA HYOROCIOr 600, 700, 7000 Technical Data Composition Hydrocide"" 600, 700, and 700B are asphalt -based emulsions. Compliances • Hydrocide 600 complies with ASTM D 1187, Type 1, and ASTM D 1227, Type 3, Class I • Hydrocide° 700 complies with ASTM D 1227, Type 2, Class I and ASTM D 1187, Type 1 • Hydrocide 7008 complies with ASTM D 1227, Type 2, Class I, and ASTM D 1187, Type 1 Typical Properties PROPERTY Solids by weight, % Hydrocide 600 Hydrocide° 700 Hydrocide" 700B VALUE 52 54 53 Solids by volume, % Hydrocide°' 600 Hydrocide 700 Hydrocide'° 700B 50 52 51 Test Data PROPERTY Viscosity Hydrocide 600, KU Hydrocide°' 700 KU RESULTS 95 – 105 325 – 335 Hydrocide 700B, KU 110 –12.0 TEST METHODS Stormer Penetrometer, 16 oz cup, 150 g weight Stormer EXTERIOR SURFACES BELOW GRADE— POROUS SURFACES Three alternate techniques are equally effective. 1. MEMBRANE SYSTEM: Apply 1 coat of Hydrocide 700 or 2 coats of Hydrocide° 700B as described above under Dense Surfaces. Within 4 hours, apply SonoshieId Reinforcing Fabric or glass- fabric membrane cloth over all surfaces of coating, overlapping all edges at least 3" (76 mm). Press firmly into place without wrinkles. Within 24 hours, apply an additional coat of Hydrocide'A 700 or Hydrocide" 7008. Allow to set and backfill as described above under Backfilling. 2, TWO -COAT SYSTEM: Apply a prime coat of Hydrocide° 600 asphalt emulsion, cut 20% by volume with clean water. Allow prime coat to dry tacky to touch and apply 1 coat of Hydrocide 700 as described above under Dense Surfaces. Allow to set and backfill as described above under Backfilling. 3. PARGE COAT SYSTEM: Apply a parge coat of cement mortar to the block wall, carrying the parge coat from the bottom of the footings to grade level and forming a cove at the junction of the wall and footing. Allow to cure (typically 7 days). Apply either 1 trowel coat of Hydrocide® 700 or 2 brush, roller, or spray coats of Hydrocide 700B as described above under Dense Surfaces. Allow to set and backfill as described above under Backfilling. INTERIOR SURFACES ABOVE GRADE —VAPOR RETARDER 1. Hydrocide°° 600, 700, and 7008 rnay be used individually or in combination for dampproofing the exterior face of interior walls in cavity wall construction. 2. Hydrocide`"' 700 and Hydrocide° 7008 are excellent vapor retarders. Apply in 1 coat, carrying the coating in and around all joints, grooves, and slots, following all reveals and soffits of windows and continuing 12" (305 mrn) out on adjoining partitions and soffits. Hydrocide 600 may also be used. Use 1, 2, or more coats, as needed, depending on amount of vapor retarding called for. 3. Allow to set. If walls are to receive hard wall plaster, use furring strips or metal lath. 4. Hydrocide° 700 and 700B have been used successfully for bonding polystyrene insulation board to a wide variety of substrates. On -site testing with actual substrate is recommended. Clean Up Clean tools and equipment immediately with hot, soapy water, Cured material can be rernoved with Reducer 990. For Best Performance • Keep from freezing in the container. • Do not apply at temperatures below 40° F (4° C) or when temperatures are expected to fall to 40° F (4° C) in the next 24 hours. • Protect from rain until coating has set. • Hydrocide® products should be protected or covered within 7 days of application. • Hydrocide® products should not be exposed to long -tern UV. • Not intended as a waterproofing membrane. Refer to HLM® 5000 (Form No. 1017900). • Do not use Hydrocide® 700 and 700B as plaster - bonds on ceilings or under Portland cement mixes on ceilings. • ASA specifications require furring or lath or similar design features to ensure absolute adhesion of plaster. • Make certain the most current versions of product data sheet and MSDS are being used; call Customer Service (1- 800 - 433 -9517) to verify the most current versions. • Proper application is the responsibility of the user. Field visits by BASF personnel are for the purpose of making technical recommendations only and not for supervising or providing quality control on the jobsite. Health and Safety HYDROCIDE® 600, 700 AND 700B Caution Hydrocide® 600, 700, and 700B contain asphalt petroleum. Risks May cause skin, eye and respiratory irritation, Ingestion may cause irritation. Precautions KEEP OUT OF THE REACH OF CHILDREN. Avoid contact with skin, eyes and clothing. Avoid breathing vapors. Wash thoroughly after handling. Use only with adequate ventilation. Keep container closed when not in use. DO NOT take internally. Use impervious gloves, eye protection and if the TLV is exceeded or if used in a poorly ventilated area, use NIOSH /MSHA approved respiratory protection in accordance with applicable federal, state and local regulations. All label warnings must be observed until the container is commercially cleaned or reconditioned. First Aid In case of eye contact, flush thoroughly with water for at least 15 minutes. SEEK IMMEDIATE MEDICAL ATTENTION. In case of skin contact, remove completely with dry cloth, then wash affected areas with soap and water. If irritation persists, SEEK MEDICAL ATTENTION. If inhalation causes physical discomfort, remove to fresh air. If discomfort persists or any breathing difficulty occurs or if swallowed, SEEK IMMEDIATE MEDICAL ATTENTION. Refer to Material Safety Data Sheet (MSDS) for further information. Proposition 65 This product does not knowingly contain materials listed by the state of California as known to cause cancer, birth defects or other reproductive harm. VOC Content 0.20 Ibs /gal or 24 g /L, less water and exempt solvents. For medical emergencies only, call ChemTrec (1 -800- 424 - 9300). SONNEBOHN'PHODUCIDATA RYOROCIOE 600, 700, 700B SONNEBOHN ° PRODUCT DAIA RYOROCIDE' 600, 700, 7006 BASF Construction Chemicals, LLC — Building Systems 889 Valley Park Drive Shakopee, MN, 55379 www.BuildingSystems.BASF.com Custamer Service 800 - 433 -9517 �L Technical Service 800 - 243 -6739 1.1M/1E0 WARRANTY NOTICE Every rraxnaulr. 014x110 01,00 10 000N 000E 040Clnq 10,00000 0001 i, 14, eumdal1re'10 a' 00110,1s 301 wu Isue 0000 (Nn9 t8ese pvo.Wcls 08010011 use. W., wavmn our product: 10 be or aced quality 000 040 rent,[." m al al, Pwc1'u1 m'wId the ( 0 0 00 0 0 0 p'k, of 00y 00.11100 l•awnl 040,1100 Sali;lanory reap depend nut 001v upon duality pod c1', W I also up710lnany facWS beyond cur 800501. The,,lole, 0.,001 fa S,011•41Grvneru Of ,aunt.;, (0017 14`05 NO WARRANT, OR 5100000111. EXPRESS OR IMPLIED. INQLN110 0AR1W0Ia.5 170 FITNESS 1011 A PARIIUILAR PURPOSE OH MERI71AN1ALILI7 Y. ItS1'oCllf,i OS PRODU.IS, ono RASE SIUII hove .00111. liaoiury wins ,001w'I 11-00.t, Any chin rrg. "ding product amyl Inuit 00 ,0relveO kI writing wl0lirl one (0 y6,. Iran Me date of shipment. No 0(00111 witl to 000,i10100 0+1100 =AN, mean 0710• or 0'S,l Pm S('n.'I'Nd !1'w ,11111 ^I Ned' 11011 11000 10' 1.1 0u0Nl0iry oI 11. products 1M 0'u 31101r!P'f 000 0111 00:,0 011 r15Y5 000 h3DYlty o' amnectkn 0,b•NnN. A1w '0red Dana.., the tmwn ,e,.,,o.0P,r,,Inn0,,.01100 1'q 11.. vp .,l,„,1 Im. btl.00011rY d■0 nio0:lrl.e a 0•, RASP Technical Manager. This nfamaoon and al tunnel- tedvnic01 advice are based on 00573 0e0ent Iuowb0ge and experience. however. 0000 0510100 no 00001 la prwUY(Burn 'Manab a° 707 3R.ko JCLl0i0q IT0 went le 01400001 intonation and a0k;r day 'elate 01 ed,0110 tlik0 Pa'ry Y1'- brS,al001'°'0 0010:. k ;.*'0IN. ; (0!017110M. 1+ to l l0l, 003010000+011 CONDITIONS MD WTRRW111S, Wii<T4 R EXPRESS OR 4010100,11101:0(015 111E IMPLIEO W70311N105 OF 0110100 FORA PW11101A. All 1001105E 0101.;ERCNWITAB0.011 00^1 0'1:.1 001 001100101034011 FOR C01SEOLIE1fM1, 1N01RECI 00100100000. DAMAGES 110.11011151055 OF PROFIT5700 ANY 01130. BASF 104e10l10 due 190001 ma,. am 000000,30100900 00 ur.'09' 1(0,00; al' 0. 1FoOp . t. 0Y'00010l 1101. a{.vtl/ly 00 bit 0'01 rti P 100..0 11.1(0 .".0o.30 L. Poder'ance of Ine 00000'10 110.Sralxo 00,00 '.'01:1." 51' '.11'11'Iw:e Ug ui.!wr N y ..Yi.l +r1 e 0i r;..claly 1, la aY'U I WI r.rra504-,u r,IS0J I.Y L1;v.'r.O l:0 IP,er reworrorIALL 1r, an 080Exsa0011101 any t1p1c1 a0 9 d0 w not 111010 tut similar 10710,0 a041 net 1,0 used. 1008 0ed 1017805 9107 0 2007 BASE For professional use only. Not for sale to or use by the general public. Printed on,01„01,100710'; 1001'9 '000 poSl -ca 00800, ■tr, P6801140 00A. O • BASF The Chemical Company Safety Data Sheet HYDROCIDE 700B Revision date : 2012/03/13 Page: 1/6 Version: 1.0 (30413004/SDS GEN US /EN) 1. Product and Company Identification Company 24 Hour Emergency Response Information BASF CORPORATION CHEMTREC: 1- 800 - 424 -9300 100 Campus Drive BASF HOTLINE: 1- 800 - 832 -HELP Florham Park, NJ 07932, USA 2. Hazards Identification Emergency overview WARNING: MAY CAUSE EYE, SKIN AND RESPIRATORY TRACT IRRITATION. CAN CAUSE THERMAL BURNS. CONTAINS MATERIAL WHICH MAY CAUSE CANCER. Ingestion may cause irritation to mucous membranes. Avoid contact with the skin, eyes and clothing. Wash thoroughly after handling. Keep container tightly closed. State of matter: liquid Colour: brown Odour: of petroleum Potential health effects Primary routes of exposure: Routes of entry for solids and liquids include eye and skin contact, ingestion and inhalation. Routes of entry for gases include inhalation and eye contact. Skin contact may be a route of entry for liquified gases. Acute toxicity: Contact with heated product can cause thermal burns. Irritation / corrosion: Irritating to eyes, respiratory system and skin. Sensitization: There is no evidence of a skin - sensitizing potential. Chronic toxicity: Carcinogenicity: Contains a suspect carcinogen. Potential environmental effects Safety Data Sheet HYDROCIDE 700B Revision date : 2012/03/13 Page: 2/6 Version: 1.0 (30413004/SDS GEN_US /EN) Aquatic toxicity: The product has not been tested. Degradation / environmental fate: The product has not been tested. 3. Composition / Information on Ingredients CAS Number 8052 -42 -4 Content (W/W1 Chemical name >= 30.0 - <= 60.0 % Asphalt 4. First -Aid Measures General advice: First aid personnel should pay attention to their own safety. Remove contaminated clothing. If inhaled: If difficulties occur after vapour /aerosol has been inhaled, remove to fresh air and seek medical attention. If on skin: After contact with skin, wash immediately with plenty of water and soap. Under no circumstances should organic solvent be used. If irritation develops, seek medical attention. If in eyes: Wash affected eyes for at least 15 minutes under running water with eyelids held open, consult an eye specialist. If swallowed: Rinse mouth immediately with water. Seek medical attention if necessary. Do not induce vomiting unless told to by a poison control center or doctor. 5. Fire - Fighting Measures Flash point: > 450 °F Suitable extinguishing media: foam, water spray, dry powder, carbon dioxide Unsuitable extinguishing media for safety reasons: water jet Hazards during fire - fighting: carbon monoxide, carbon dioxide, harmful vapours, nitrogen oxides, fumes /smoke, carbon black Protective equipment for fire - fighting: Wear a self- contained breathing apparatus. Further information: The degree of risk is governed by the burning substance and the fire conditions. Contaminated extinguishing water must be disposed of in accordance with official regulations. Safety Data Sheet HYDROCIDE 700B Revision date : 2012/03/13 Page: 3/6 Version: 1.0 (30413004/SDS GEN_US /EN) 6. Accidental release measures Personal precautions: Use personal protective clothing. Do not breathe vapour /aerosol /spray mists. Handle in accordance with good building materials hygiene and safety practice. Environmental precautions: Contain contaminated water /firefighting water. Do not discharge into drains /surface waters /groundwater. Cleanup: For small amounts: Pick up with inert absorbent material (e.g. sand, earth etc.). Dispose of contaminated material as prescribed. For large amounts: Pump off product. 7. Handling and Storage Handling General advice: Avoid aerosol formation. Avoid inhalation of mists /vapours. Avoid skin contact. No special measures necessary provided product is used correctly. Protection against fire and explosion: The product does not contribute to the spreading of flames, nor is it self combustible, not explosive. Storage General advice: Keep only in the original container in a cool, well - ventilated place. Protect from direct sunlight. Store protected against freezing. Temperature tolerance Protect from temperatures below: 32 °F 8. Exposure Controls and Personal Protection Components with workplace control parameters Asphalt ACGIH TWA value 0.5 mg /m3 Inhalable fraction (benzene solubles); Personal protective equipment Respiratory protection: When workers are facing concentrations above the occupational exposure limits they must use appropriate certified respirators. Hand protection: Wear chemical resistant protective gloves. Eye protection: Safety glasses with side - shields. Body protection: depending upon conditions of use., Cover as much of the exposed skin as possible to prevent all skin contact., light protective clothing Safety Data Sheet HYDROCIDE 700B Revision date : 2012/03/13 Page: 4/6 Version: 1.0 (3041 3004 /S DS_G E N_U S /EN ) General safety and hygiene measures: Avoid contact with the skin, eyes and clothing. In order to prevent contamination while handling, closed working clothes and working gloves should be used. Handle in accordance with good building materials hygiene and safety practice. When using, do not eat, drink or smoke. Hands and /or face should be washed before breaks and at the end of the shift. At the end of the shift the skin should be cleaned and skin -care agents applied. Gloves must be inspected regularly and prior to each use. Replace if necessary (e.g. pinhole leaks). 9. Physical and Chemical Properties Form: viscous Odour: of petroleum Colour: brown pH value: 5 - 7 slightly alkaline Density: 8.5 - 10 Ib /USg (20 °C) Bulk density: not applicable Solubility in water: slightly soluble Other Information: If necessary, information on other physical and chemical parameters is indicated in this section. 10. Stability and Reactivity Conditions to avoid: Avoid extreme temperatures. Substances to avoid: strong acids, strong bases, strong oxidizing agents Hazardous reactions: The product is stable if stored and handled as prescribed /indicated. Decomposition products: No hazardous decomposition products if stored and handled as prescribed /indicated. Thermal decomposition: No decomposition if stored and handled as prescribed /indicated. Oxidizing properties: not fire- propagating 11. Toxicological information Experiences in humans: According to experience, the product is considered to be harmless to health if used in the correct manner. Other Information: The product has not been tested. The statement has been derived from the properties of the individual components. 12. Ecological Information Other adverse effects: The product has not been tested. Do not allow to enter soil, waterways or waste water channels. Safety Data Sheet HYDROCIDE 700B Revision date : 2012/03/13 Page: 5/6 Version: 1.0 (30413004 /SDS_GEN_US /EN) 13. Disposal considerations Waste disposal of substance: Recommendations: Use excess product in an alternate beneficial application. Dispose of in accordance with local authority regulations. Do not discharge into drains /surface waters /groundwater. Container disposal: Contaminated packaging should be emptied as far as possible; then it can be passed on for recycling after being thoroughly cleaned. 14. Transport Information Land transport USDOT Sea transport IMDG Air transport IATA/ICAO Not classified as a dangerous good under transport regulations Not classified as a dangerous good under transport regulations Not classified as a dangerous good under transport regulations 15. Regulatory Information Federal Regulations Registration status: Chemical TSCA, US released / listed See user defined text. OSHA hazard category: IARC 1, 2A or 2B carcinogen; Chronic target organ effects reported; ACGIH TLV established EPCRA 311/312 (Hazard categories): Acute; Chronic CERCLA RC( CAS Number 100 LBS 8052 -42 -4 State regulations Chemical name Asphalt CA Prop. 65: THIS PRODUCT CONTAINS A CHEMICAL(S) KNOWN TO THE STATE OF CALIFORNIA TO CAUSE CANCER. Safety Data Sheet HYDROCIDE 700B Revision date : 2012/03/13 Version: 1.0 Page: 6/6 (3041 3004 /S DS_G EN_U S /EN) 16. Other Information HMIS III rating Health: 2 Flammability: 1 Physical hazard: 0 NFPA and HMIS use a numbering scale ranging from 0 to 4 to indicate the degree of hazard. A value of zero means that the substance possesses essentially no hazard; a rating of four indicates extreme danger. Although similar, the two rating systems are intended for different purposes, and use different criteria. The NFPA system was developed to provide an on- the -spot alert to the hazards of a material, and their severity, to emergency responders. The HMIS system was designed to communicate workplace hazard information to employees who handle hazardous chemicals. We support worldwide Responsible Care® initiatives. We value the health and safety of our employees, customers, suppliers and neighbors, and the protection of the environment. Our commitment to Responsible Care is integral to conducting our business and operating our facilities in a safe and environmentally responsible fashion, supporting our customers and suppliers in ensuring the safe and environmentally sound handling of our products, and minimizing the impact of our operations on society and the environment during production, storage, transport, use and disposal of our products. MSDS Prepared by: BASF NA Product Regulations msds @basf.com MSDS Prepared on: 2012/03/13 IMPORTANT: WHILE THE DESCRIPTIONS, DESIGNS, DATA AND INFORMATION CONTAINED HEREIN ARE PRESENTED IN GOOD FAITH AND BELIEVED TO BE ACCURATE , IT IS PROVIDED FOR YOUR GUIDANCE ONLY. BECAUSE MANY FACTORS MAY AFFECT PROCESSING OR APPLICATION /USE, WE RECOMMEND THAT YOU MAKE TESTS TO DETERMINE THE SUITABILITY OF A PRODUCT FOR YOUR PARTICULAR PURPOSE PRIOR TO USE. NO WARRANTIES OF ANY KIND, EITHER EXPRESSED OR IMPLIED, INCLUDING WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE, ARE MADE REGARDING PRODUCTS DESCRIBED OR DESIGNS, DATA OR INFORMATION SET FORTH, OR THAT THE PRODUCTS, DESIGNS, DATA OR INFORMATION MAY BE USED WITHOUT INFRINGING THE INTELLECTUAL PROPERTY RIGHTS OF OTHERS. IN NO CASE SHALL THE DESCRIPTIONS, INFORMATION, DATA OR DESIGNS PROVIDED BE CONSIDERED A PART OF OUR TERMS AND CONDITIONS OF SALE. FURTHER, YOU EXPRESSLY UNDERSTAND AND AGREE THAT THE DESCRIPTIONS, DESIGNS, DATA, AND INFORMATION FURNISHED BY OUR COMPANY HEREUNDER ARE GIVEN GRATIS AND WE ASSUME NO OBLIGATION OR LIABILITY FOR THE DESCRIPTION, DESIGNS, DATA AND INFORMATION GIVEN OR RESULTS OBTAINED, ALL SUCH BEING GIVEN AND ACCEPTED AT YOUR RISK. END OF DATA SHEET FILE COPY STORM DRAINAGE SMALL SITE TECHNICAL INFORMATION REPORT REVIEWED FOR CODE COMPLIANCE APPROVED Nov o 2 2012 City of Tukwila BUILDING DIVISION For GARCHA RESIDENCE Located at 15415 — 65TH AVENUE SOUTH TUKWILA, WA 98188 PARCEL # 3597000321 FOR Mr. Kaur Garcha 14446 — 59th Avenue South Tukwila, WA 98188 RECEIVED SEP 27201z TUKWILA PUBLIC WORKS Date: September 21, 2012 Prepared by: Anstey Engineering CIVIL ENGINEERING /CONSULTING 8627 NE 180th Street Bothell, Washington 98011 CORRECTION JOB NO. AE 12 -24 (206) 303 -7639 fax (425) 486 -0267 e -mail: benanstey @juno.com D«. -u3 TIR Page 1 of 6 AE 11 -30 RECEIVED CITY OF TUKWILA SEP 2 5 2012 PERMIT CENTER Garcha Residence 15415 - 65th Avenue South Tukwila, WA Technical Information Report TABLE OF CONTENTS Page Cover 1 Table of Contents 2 Drainage Report Project Summary 3 Req #1 Discharge at Natural Location 4 Existing Site Hydrology 4 Developed Hydrology 4 Upstream Analysis 4 Req #2 Off Site Analysis 4 Downstream Analysis 5 Req #3 Flow Control 5 Req#4 Conveyance 5 Req #5 Erosion and Sedimentation Control 5 Req #6 Maintenance and Operation 5 Req #7 Financial Liability 5 Req #8 Water Quality 6 Conclusions and Recommendations 6 Vicinity Map 7 Survey & Site Map 8 SCS Soil Map 9 TIR Page 2 of 6 AE 11 -30 PROJECT SUMMARY: This Small Site storm drainage technical information report has been prepared to address the City of Tukwila site development and storm drainage requirements for the proposed Single Family Residence on parcel 3597000321 Located at 15415 — 65th Avenue South in Tukwila, WA. The lot Legal Description is: Lot 17, INTERURBAN ADDITION TO THE CITY OF SEATTLE SE % OF SECTION 23, TWP 23N, RANGE 4E WILLAMETTE MERIDIAN, KING COUNTY, WASHINGTON The 339' + /- x 153' + /- (48,069sf) 1.1 acre site is located in a hilly area. The project consists of the construction of a new 2,135sf +/- single family residence. There will be an 8,291sf driveway to the house due to Fire Department requirements. The total new impervious surface area will be: 2,135sf House 8,291 sf — 1400sf Pervious pavers = 6,891sf Driveway 360sf Porch& Patio 9,386 sf total new impervious area; or 19.5% The remainder of the lot, 38683sf or 80.5 %; will be pervious pavers, landscaping, and grass lawn. The site is sloped down from the northwest down to the southeast at approximately 14 %. The soils on the site are classified as Urban and are generally Alderwood Till soils per the US Soil Conservation Service Soil Map of King County, and the Geotechnical Report done by Bruce MacVeigh, P.E. in May 2008. This soil profile has approximately 3 feet of loam soil above the winter perched water table. Total infiltration would be unreliable in this soil. Per the 2009 King County Surface Water Drainage Manual Figure C.1.3.A , storm drainage runoff does not require detention as the site is over 22,000sf , there is less than 10,000sf impervious and basic dispersion will be used using splashblocks and gravel filled trenches. The proposed house and garage will use splashblocks per Section C.2.4.2 and Figure C.2.4.A. For the 2,135sf of roof 4 each splash blocks will be used providing less than 700sf of roof area per splashblock and a greater than 50 foot vegetated flow path is provided on the site. The 20 foot asphalt driveways can use Basic dispersion per Figure C.2.4.D as the width of the drive is less than 25 feet and the available grass or natural area available for dispersion is over 25 feet wide. Due to the slope of the ground, no significant flow will flow onto the adjacent property. The existing site has no storm drainage system and no storm water quality or quantity control. The existing soils are classified as Till per the SCS King County Soil Survey. These soils have a low percolation rate. See attached Soil Conservation Service Soil TIR Page 3 of 6 AE 11 -30 Map. This soil type is considered Till soil and has a high winter groundwater table, so total infiltration is not practical. There is a catch basin at the southwest comer of the site which drains to the parking lot to the south and there are concrete curbs and gutters and underground piped storm drains and catch basins on 65th Avenue South that would take any overflow from the site. Core Requirment #1 Discharge at the natural location The site currently has no drainage system and no surface flows. In the developed condition the storm water will continue to be dispersed and will continue to sheet flow to the south and to 65th Avenue South as it does now. EXISTING SITE HYDROLOGY: The parcel is undeveloped with, grass, over the site. The site is sloped from northwest to southeast. The storm water runoff from the site currently sheet flows to the east and south across the site. There does not appear to be any significant surface flow. There is no evidence of any other on -site flows going off -site. The site does not receive any significant off -site flows from the lots to the west, north, or south. To the east 65th Avenue South is lower than the site and has curbs, gutters and a piped drainage system. DEVELOPED SITE HYDROLOGY: In the developed condition the buildings will use splashblocks to disperse the flow and the driveways will use Basic dispersion per C.2.4.D. A 1,400sf portion of the driveway will use pervious pavement. Core Requirement #2 Offsite Analysis UPSTREAM ANALYSIS: The properties to the north, south, east and west of this site are lightly developed and/or do not discharge any significant amount of runoff onto this site. OFF -SITE: No other significant flows enter the site. The 20' wide asphalt access driveway will mostly sheet flow onto the adjacent grass and be dispersed as per Figure C.2.4.D TTR Page 4 of 6 AE 11 -30 DOWNSTREAM ANALYSIS: No concentrated surface water runoff will be discharged off -site. There are no downstream effects anticipated from the proposed development. If any surface water were to flow off of the site it would be collected by the catch basin at the southwest corner of the site or flow into the gutter and piped drainage system of 65th Avenue South. No adverse or measurable offsite effects are expected to result from this project. Core Requirement No 3 — Flow Control According to the King County Small Site Drainage Requirements, Figure C.1.3.A storm water quantity and quality control are not required for this proposed development as the lot is over 22,000sf and there is adequate room for dispersal of the storm water. By using pervious paving for a portion of the driveway the total impervious area is under 10,000sf. We have proposed to utilize splashblocks for the roofs per Figure C.2.4.A and gravel filled dispersion trenches and asphalt berms for the driveway per C.2.4.D as the most practical method of storm water control for this site. The pervious concrete pavers will have 2" of sand and 10" of rock under them. The 30% void ratio in the sand and rock will allow the 4" of rainfall in a 100 year storm to be stored in the sand and gravel. The water will then either infiltrate or drain off over the 50+ feet of grass yard adjacent to the pavement. Core Requirement No 4 — Conveyance System There is no conveyance system proposed for this site. None is required. Core Requirement No 5 - EROSION AND SEDIMENTATION CONTROL Temporary ESC measures will be required as there will be disturbance of the soil to construct the driveway and house. All of the flows from the driveway and house will flow onto the lot so no adjacent properties will be affected. A silt fence around the construction area and construction entrance should be provided at a minimum. There will be minimal grading of the site so most of the grass area will be undisturbed. Core Requirement No 6 — Maintenance and Operations The natural areas and BMP Flow Control measures as shown on the Flow Control Site Plan shall be recorded and maintained by the property owner. Core Requirement No 7 — Financial Guarantee and Liability No Financial Guarantee or Liability should be required for this project TIR Page 5 of 6 AE 11 -30 Core Requirement No 8 — Water Quality This site is exempt from special Water Quality measures Per the Surface Area Exemption Per 1.2.9 as there is less than 5000sf of new PGS that is not dispersed. The BMP's used on the site, splash blocks and full dispersion will provide adequate water quality control. No Special Requirements apply to this site. CONCLUSIONS AND RECOMMENDATIONS: The proposed Residence can be constructed on the site without changing the character of the drainage in the area. The site contains gentle slopes and Alderwood AgC soils , but has adequate areas of grass which when dispersed over the site can accommodate the small amount of increased runoff proposed by this project. The site currently has no drainage system. Should overflow occur the water would continue to drain across the site into the catch basin at the southwest corner and to 65th Avenue South. There will be no change to the existing system of runoff off of the site. Temporary Erosion Control Measures during construction will at most require a silt fence, mulching, and construction entrance. TIR Page 6 of 6 AE 11 -30 0 — miles 1:22.800 1 in..= 1900 ft. SEE MAP V I c_ I MP MAP S13 • BLACK RIVER • B FOREST Embry-Riddle PC • Aeronautical 3 Sta.. University Seattle 2 Center 11, 25 7 35 IEACHNARK+ ASSISISOLLAYSINN 7ar0- irSSCPIP 5m.'Is2 : waster= L07XAYLt {smasD S7 Q•YgN TOPOGRAPHICAL SURVEY OF A POR11011 CF LOT 17, MERURBAN ADDISON 101FR DRY OF SEATTLE 8E 1/4 OF13EC11ON23,TWP. 23N, ROE 4E, WLLMATTE MERIDIAN, IAN. :_ r COUNTY, WABI NOTON PLAT NON OWE 2131 TES BY L823004 � NOOMr1rW AT) NBFYYbrt PIA17 AYQ P R.VAP Lt AE. 13804 sera 1 EMT 10 r mama me 0.153RD IT N 552527V 1.0r PUT • 10 b SCALE 1' - 30' M.W. ADDITION VOL. 53 P. 48 r PAIIMIC II ISE.tr/VOPUNs.4 tor N. • ow 1 or DALarat at room reia Oa aun• LJ°OENO LEGAL DESCRIPTIO/VS 7 ® ..Ia, Y,N... THAT PORTION OF LOT 17, MERLES* Ammon 10 TIE CITY Cr SEATTLE, ® „•• am mo ACOCROEG TO THE PAT THEW Romeo IN VOLUME 10 OF PIATS, PAGE 55, IN TORO COUNIY, MA9pIOICN.0 iQEED AS P3UOWS ® a.ma• DEOBAW ON TIE WEST UNE OF Slur LOT AT A PONE 210 FEET NORTH OF -( aeaw. 30UINWEST COWER THEREOF; ES o01 THENCE NORM 81747'00' FAST 10 WESTERLY UNE OF 80 AVE SOU'. AND ME TRUE POOR OF BEO IN50 MN a THENCE SOUTH 8x47'00' WEST 333 75217 7/,( a. am. THENCE NORM PARMAEL NMI THE NEST 181E OF SAID LOT, A DISTANCE E OF 153 FEES, TNE11C! NORM 5'47.00" EAST TOM WESTERLY LIE OF 0675 AVE SCAM THENCE SO1.8HFAS1EALY MONO SAID UNE 10 THE TRUE POINT OF DEENA ; OCCUR 1744.1 PORIDN DEEDED TO TIE COY OF TUKMOA FOR SHEET PURPOSES UNDER RECORDED N0. 7105100427. 0000 NNW O IMO. Mt • =MOM. Mt PM MUM aaUIT- O ▪ a•a,.r an. .a.,ra,aaa antraMSEBSMatai I COMFY THAT 1412 NAP REPRESENTS A TOPOOR/PHY WRYLY PR8Ol0= UNDER NY E51017 4 N - 2O_., AT THE REALEST OF ECHARD VAISMLA P.LS CENT. No 38670 RICHARD VAISVILA P.L.S. 6041 CHAMPIONSHIP CIRCLE MULKILTEO, WA 98275 PHONE: (425) 299 -1739 E —MAIL: ricvaisv @juno.com INSTALL DRiVEWA f DISPERSION BERM AND TRENCHES PER I CSWDM C.2.4.D TOTAL CUT =400CY TOTAL FILL =307CY SITE PLAN PRONDED BY URBAND DESIGN GROUP BOUNDARY & TOPO PROVIDED BY OTHERS Ist NI35'45'39"W 548.21' N89'47'00`W (PLAT) 1400SF PAVFRS EX IE 12", 0 TING TYPE 1 C8 IM = 89.541- C= 86.5+ /- ELEVATIONS GAR. SLAB EL. 94.0' MAIN PLR. EL. 0493 UPPER FLR. EL. 115.33' MID — ROOF 127.89' AVERAGE HT. 132 25' 12S-0* S. 153RD ST N 8825'27'W 1.09' PLAT MON, • a BUILDING COVERAGE: IMPRERVIOUS COVERAGE CALCULATI Building Patio PORCH Driveway TOTAL IMPERVIOUS COVERAGE: X. \ PERVIOUS PAVERS = 1.400 SF \ GROSS LOT AREA 48,12 \ui't RETAINING 15.300 SY' COWID DEC,' R0I0F. OMERHANG 24 INCHES INCLUDING M 1=41173imm22 tS st Lt SS - _ _ N88045'39"W 339.1 POWER LINE — WATER LINE SEWER LINE — SCON 57 771Lj EW 20' APPROACH ■ EXISTING TYPE 1 CB 12" PVC=86.0+ /- RIM = 89.0+ /- IE I :NOTE,: CALL 1-800-424-5555 BEFORE YOU DM EX PARKING LOT ;IIILIILIILIL 111 ;‘'. • i i OU S 1 EXISTING TYPE 1 CB RIM = 63.0+ /- IE 12" PVC=58.5+/- I LEGAL DESCRIPTION LOT 17, INTERURBAN ADDITION TO THE CITY OF SEATTLE SE 1/4 OF SECTION 23, TWP. 23 N., RANGE 4 E WILLMATTE MERIDIAN, KING COUNTY, WASHINGTON SITE E SCALE: NM ENGINEERING ,� ® Permk No. FILE COPY STRUCTURAL CALCULATIONS (Knee Brace) Harvinder Residence 15415 65th Ave. S. Tukwila, WA 98188 PREPARED FOR Urban Design Group 879 Rainier Ave. N. Suite A200 Rentnon, WA 98057 CORRECITION t L2223 EXPIRES JANUARY 21, 2014 August 29, 2012 Job no. 04312.1 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 3 0 2012 PERMIT CENTER PO BOX 3%81 • LAKEWOOD, WA 984% • PRONE: (253) 58I -3381 • (253) 250 -6651 (cell) • nnengineering €comcastnet NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 KNEE BRACE DESIGN Harvinder Knee Brace Details Design Criteria: Post/Beam /Knee Brace Properties: Adjustment Factors: Allowable Tension Stress: Ft := 675psi CD := 1.00 Allowable Compression Stress: Fe := 1500psi CM := 1.00 Allowable Bending Stress: Fb := 1000psi CH := 1.00 Allowable Shear Stress: Fv := 95psi CF := 1.2 Design Assumptions: Ct := 1.00 Cr := 1.00 Total Distributed Load: w := 240plf Cp := 1.00 Total Lateral Load: P := 6361b System Dimensions: Post Height: H := 10ft Beam Length: L := 15ft Projected Length of Brace: h := 51in Post Dimension: b := 5.5in Beam Width:, tb := 5.125in Beam Height: hb := 12in Knee Brace Width: tk := 3.5in Knee Brace Height: hk := 5.5in A. Determine Reactions: P•H w•L R := + 2 Ry = 2.224k Rx: =P Rx =0.6k B. Determine Joint Reactions: �RRH Fk . h 1 F JX := - k— Rx 2 Jy :_ - Fk - Ry 2 Fk =2.1k Jx = 0.9k Jy= -0.7k Page CT1 8/29/2012 02012 knee brace.mcd Sheet KB1 of 3 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 C. Determine Member Forces: Post Forces: Mp := RX•(H — h) Vp := JX Cp := Jy Mp = 43.9 in. k Vp = 0.9 k Cp = —0.7 k Tp := Ry Tp = 2.2k Knee Brace Forces: Tk := Fk D. Determine Member Stresses: F'v := FvCD•CM•Ct•CH F'b := Fb•CD•CM•Ct.CF•Cr F't := Ft•CD•CM•Ct•CF•CH F'c := Fc•CD•CM•Ct•CF•Cp Post Attributes: Ap := b2 Ap = 30.3in 2 3 Sp := 6 Sp = 27.7in3 Post Stresses: Vp f. AP Mp Sp TD ft• AP Cp fc . A fv = 28.4 psi fb = 1582.6psi ft = 73.52 psi fc = —24.05 psi Knee Brace Attributes: Ak = tk. hk Fk Ak Harvinder Knee Brace Details Beam Forces: Tk =2.lk F'v = 95.0 psi F'b = 1200.0 psi F't = 810 psi F' = 1800.0 psi Ak = 19.3 in2 ft = 109.9 psi w•h2 Mb: =Jyh+ 2 Vb := Jy + w•h Cb:= JX— •Fk +P 2 Tb := JX Beam Attributes: Ab := tb•hb 2 _ tb•hb Sb 6 Beam Stresses: Vb Ab Mb Tb SS, Ab Cb �• Ab Ac := tk•hk Page CT2 Mb = —11.1 in•k Vb = 0.3k Cb = 0.0k Tb = 0.9k Ab = 61.5 in2 Sb = 123.0in3 fv = 4.76 psi fb = —90.2 psi ft = 13.99 psi fc =0.0psi Ac = 27.2 in2 fc = 55.0 psi 8/29/2012 02012 knee brace.mcd Sheet KB2 of 3 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 E. Hardware Design: Bolt Attributes: (Use 3/4" Diameter Bolt) Bolt Diameter: Harvinder Knee Brace Details d: =.75in Allowable Shear Stress: Fes:= 20000psi Bolt Stresses: F := •Fk F = 1.5k 2 A := —•d 2 A = 0.44 in2 4 A fv = 3387.3 psi Page CT3 8/29/2012 02012 knee brace.mcd Sheet KB3 of 3 Prescriptive Energy Code Compliance for. Single Family and:Dupiex Housing: Zone 1 jectlnforination . Contact Information.. � AVIMI E wizimpwaral This set of forms'has been developed to •assist: permit applicants documenting compliance with the Washington State Energy Code, (2009 edition).. This set is for structures: built under the IRC and located: in Climate Zone 1. The following forms provide much of the required documentation for plan review. The: details: noted here must also be shown on the drawings (WSEC 104.2).. COPY. This form is not a substitute for the energy code itself; To obtain a copy of the energy co ftLe • go to the following web address. http:1 /www.energy:wsu.edu /code::: .Option Glazing Area10:: %oof Floor '. Glazing U- Factor Vertical Overhead" Door: 9 . U- Factor Ceiling2 Vaulted Ceiling 3 •.Wall'.2. •Above. Grade Wall. into Below Grade Wall. . ext4. Below` Grade• Floors Slab6:. on Grade 0 I 0 III Unlimited 0.32 0.30 R-49 or R =38:.. Adv. R -49 or R -38 Adv. R -49 or R -38 Adv. R-38 R -38 R -38 R -2.1 int.7 R -21 R -21 Int.' R -2.1 • TB R -30:. R -30 R -30 R -10 2' R -10 2'. R -10 2'. See. WSEC table. 6 -1 for footnotes Glazing. Schedule: Attached to Document Does not apply. (SEE INSTRUCTIONS) Using Prescriptive Option III. All glazing and doors meet maximum U- factor: Alternate heating size method submitted. Option I or II, Glazing to floor area limit (WSEC 602.7.2) ❑ Area weighted window, skylight or door U- factor (WSEC 602.7.2) As part of the heating system sizing calculation (IRC M1401.3 &;1NSEC 503.2:2) R�nt slab: R -10 foam insulation, continuous with thermal break (V11SEC 502:.1.4.9) Chapter 9 Options Total of 1 Credit. Required REVIEWED FOR CODE COMPLIANCE APPROVED Nov 0 2 2012 . City of Tukwila BUILDING DIVISION Opt: Opt: Description 1a High Efficiency HVAC Equipment 1 lb High Efficiency HVAC Equipment 2 1c High Efficiency HVAC Equipment 3 2 High Efficiency HVAC Distribution System 3a Efficient Building Envelope 1 3b Efficient Building Envelope 2 3c Super - Efficient Building Envelope 3 r 4a Air Leakage Control_ and Efficient Ventilation -4b Additional Air Leakage Control and Efficient Ventilation 5a .: Efficient Water Heating :. 5b High Effieciency Water Heating 6. Small Dwelling .Unit: 7 Large Dwelling .Unit 8 Renewable. Electric Energy Total Credits WSEC Prescriptive Worksheet (2010 edition) Zone 1 `1200 kwh. 0:00 22..SUEEP1 0 010 Copyright 2010 FILE COPY ENGINEERING /11/111 1- - No. STRUCTURAL CAL CULA TONS ....,....,..,,_..........,...r.... r i : Vlir'W i.1 FOR Ciiu1= = COMPLIANCE APPROVED NOV 0 2 2012 City of Tukwila BUILDING DIVISION Harvinder Residence 15415 65th ave. s. Tukwila, WA 98188 PREPARED FOR Urban Design Group 879 Rainier Ave. N. Suite A200 Rentnon, WA 98057 bia-223 (0,.4 LEXPIRES JANUARY 21, 21114 June 20, 2012 Job no. 02012 RECEIVED JUN 27 2012 PERMIT CENTER PO BOX 39681 • LAKEWOOD, WA 98496 • PNONE: (253) 581 -3381 • (253) 250 -6651 (cell) • nnengineering®comcastriet RETANNG WALL SEE 181 4'0' 31t 65' -0' 21' -10' 14'•10' 72 -4 - FULL HIEGiIf RE'TAINNG WALLS Ark 18 STEP FOOTING PER 0 ® RILL HEIGHT WALLS --- FULL HEIGHT WALLS VP ..., 1. ' 11,d4'8CEN7) WALL 5 F3ID� I I .. 4' THICK CCNC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE > % SLAB ON GRADE 4' CONC. O/ 6 MIL VAPOR 4' RRIER AR FILL > / / S % m ® 1 1 J 3 FOUNDATION VENTS ♦ j� PER P= (1 REQUIRED) CRAWL SPACE ''', / I �/ LINE CF THICKENED SLAB EDGE CF SLAB N OUEB1�VAPOR BARRIER THROlG14OUT CRAM SPACE , • LAP O' I' -9' 5' -3i' 5'•3 }' '-4 I I �m 1 ® if b SLOPE FLOOR TOWARD DOORS bib I i i lf 1__J _ -�-_ L--1 D., / Lb' i % b ' S 8,6 8 iII co A \ B...../ \ ...13_, i \ ..23., gr� 6 0, I ® 14,4' IT — J1 /4 _ ± _ F4ID� 6.4 FULL HEIGHT WALLS WALL STEP 1 TOWAE FLOOR i ♦ I 5 -0 5 6 �' - FILL HEIGHT WALLS ® TOWARD DOORS ii FILL HEIGHT WALLS r L — •,,:,:..•:• `,� I iI =� ;�� r -- -�.,. MONDE _ `•.1 MIN IS' X 24' .• - r All I\ B� \ B� \ B� STEP FOOTING PER AI NU TAW' SCREENED J ' CRAW_ SPACE ACCESS WL INSULATE AND WEATHER ® m P J'1i 1 _ 1 ® CRAWL �; .,..:.. • •. •• • ::'r .... .: :.: .. : .: , m • ® I SPACE l FOUNDATION VENTS (5 REOUIREDJ 2'•1x6, 3' -0' 3' -0' 5' -6, 3' -2L3. �6 2�•1 ' 49 l'•2' 0 3� -213. 16 3� -213. �6 RETAINING WALL 8EE U81 II'•l' S' -9' 65' -0' DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSION WITH ARCHITECTURAL DRAWINGS. BASEMENT LEVEL FOUNDATION PLAN STEP FOOTNG PER fkk 52 SHEAR WALL SCHEDULE NOTES (MAIN FLOOR): 1 SHEAR WALLS NOTED IN SCHEDULE ARE WALLS WTH ADDIn0NAL EDGE NAILING. ABUTTING HORIZQn& AND VERTICA FR HM, AND ANCHOR BOLT SPACING. FIELD NAIL SE SHALL MATCH THE EDGE FRAMING SPECIFIED AND BE WAG SHEAR NAILING 41RIE9 TO ALL VERTICAL 41D 14ORZO1TAL ABUTTING L 5HTG. EDGES, DOUBLE TOP PLATES, AND 80 2. ALL EXTERIOR WALLS NOT SPECIFIED N S1¢AR WALL 501EpLE, SOLI- BE DESIGNATED AS MNI'Ul SHEAR PANELS NAIL SIZE MAT0464 WELCHED NAILS IN 5CHEDLLE AND SPACED AT or. FIELD NAIL SPACING 51-1ALL BE 12. OC. 3. SHEATHWG SHALL BE 1A6' 080 UNLESS SPECIFIED 6/32' STRCTURAL 1 IN SCHEME. 4. EXTERIOR SHEAR WALL FRAYING SHALL BE 2X6 HEM RR .2 TRESS NOTED 'DP' (DOUG FIR) N 565D4LLE. FRNIM 5F SPACED AT 16' OC. i r F3m; F3Di 614 1 T -0' 4' THICK CCNC. SLAB OVER 4' CCCIPACT SAND AND GRAVEL BASE 111x' TJIf%60 • we OC. 1 9 7 3 © rt1 f FLti tillr! /.:DOUBLE J I I I I I 1 FP- NAIL I I I I I I UP ad • 6 � OC EDGES PO INTERMEDIATE �AJG DOUBL- E ad 1I I I I I I I I I I wb ,I = �I 1 ( W N 1 P 6fP 54 54 4 5V4 4 me I I . l 1 CRAWL PACE II' -l' 6' -9. NOTE: CONCRETE 4' SLAB OI • STEPS AND GRADE MAIN FLOOR FRAMING PLAN DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. �yl T —r _ L 1 I I I I I I I I 141P MASTER 1 1 1 1 1 1 I I I bp � 1 1 I I +o' Tw Fw sEATNNG NAIL U4 Bd . 6' OL. EDGES r i 6d • Im' OC. NTERMEDIATE 1 10 FRA1 MEMBERS 1 1 1 ��T1 1 I L L L L L L L L L L OPEN TO BELOW 65'-O' DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. UPPER FLOOR PR,4MING PLAN LOW ROOF CONTRACTOR NOTE: REFER TO TRUSS MANUFACTURER DWG. FOR TRUSS LAYOUT AND TYPES. USE TINS DRAWING FOR LOCATION OF SPECIAL BEAM SIZES, GIRDER TRUSS AND BUILT -UP POST LOCATIONS. COOI®K4TON CF CCND11i1C Ia4 114:4-12:443 VERFIC 110N OF DFBIEICNO 4 HELD cacaos, le TM RE612040611JRY OF THE CGNIRACTM ANY DIKAEPNcES MULL !E Mali TO TIE ATIB11I011 OF 11E MOM TEAM PRIOR TO caeiMct1QL DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. ROOF FRAMING PLAN f T' NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 I. SEISMIC Harvinder Residence Lateral Analysis shall be based on 2009 "International Building Code" (IBC), Section 1613 and SEI /ASC 7 -05 "Minimum Design Loads for Buildings and Other Structures ", Ch. 12) Design Criteria: Occupancy Category II - Residential Importance Factor: IE := 1.00 IW := 1.00 Site Class D Seismic Use Group I Seismic Design Category D - Residential Spectral Accelerations for short periods: SS := 1.25 Spectral Accelerations for a 1- second period: Site Coefficient - table 1613.5.3(1&2) SMS := Fa•SS SM1 := Fv•S1 SMS = 1.25 SM1 = 0.75 (16 -36) (16 -37) Spectral Response Parameters Design Coefficient (ASCE Table 12.2 -1): 2&: =6.5 S20 : =2.5 Cd : =2 S1 := 0.50 Fa := 1.0 Fv := 1.5 6/20/2012 02012 L.mcd SDS := 3 SMS SDS = 0.83 SD1 := 3SM1 SD1 = 0.5 Earthquake Load Combination - Allowable Stress Design (ASCE 12.4.2.3) Eh := P•QE Ev := 0.20•SDS•D p := 1.3 LC5 := (1.0 +0.14SDS).D +H +F +0.70p•QE LC6 := (1.0 +0. 105• SDS )D +H +F +0.525•p•QE +0.75L +0.75•S LC8 := (0.6- 0.14•SDS)D +0.70p•QE +H Earthquake Load Combination with Over - strength Factor 00 - Allowable Stress Design (ASCE 12.4.3.2) LC5.os := (1.0 +0.14SDS)•D +H +F +0.705 0•QE LC6.0s (1.0 +0. 105• SDS) D +H +F +0.525•00•QE +0.75L +0.75•S LC8.os (0.6 - 0.14• SDS) D + 0.7000. QE + H Seismic Base Shear (ASCE 12.14 -11) F'• SDS V.:= W R A. Determine Seismic Dead Loads (D): fr := 15psf Framing Dead Load Pto := Opsf Concrete Topping (Floors) Pti Opsf Roof Tile pw := 7psf Wall Total Floor Dead Load (D): Df fr + Pto Total Roof Dead Load (D): Dr := fr + pti Df = 15 psf Dr = 15 psf Page Li F = 1 Y T NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 B. Determine Seismic Weight (W): Overall Building h1 := 10ft h2 := loft h3 := 8ft w3 := 31ft 13 := 65ft w2 := 31ft 12 := 65ft wr := 35ft lr := 69ft Harvinder Residence Dimensions : Height of First Floor Walls Height of Second Floor Walls Height of Third Floor Walls Average width of Third floor Average length of Third floor Average width of Second floor Average length of Second floor Average width of Roof Average length of Roof Total Floor /Roof Areas (ft2) AR := 2564ft2 A3 := 1679ft2 A2 := 2170ft2 AB := 1324ft2 AR = 2564ft2 A3 = 1679 ft2 A2 = 2170ft2 AB = 1324 ft2 Roof Third Floor Second Floor First Floor TOTAL WEIGHTS - ROOF DIAPH. + (1/2) 2nd WALLS : Wr := AR. .Dr +[.S•h3•(1r +wr) 2�•pw Wr = 44.28k 6/20/2012 02012 L.mcd Exterior Wall Dimensions (ft): L1 := 15ft L2 := 26ft L3 := 28ft L4 := 38ft L5 := 31ft L6 := 28ft L7 := 38ft TOTAL WEIGHTS - 3nd FLR. DIAPH. + (1/2) 3rd WALLS + (1/2) 2nd WALLS : W3 := A3• Df+ Epw•( h2+ h3)..5112.2] +[pw•(h2 +h3)•.5]•w2.2 W3 = 37.28k TOTAL WEIGHTS - 2nd FLR. DIAPH. + (1/2) 2nd WALLS + (1/2) 1st WALLS : W2 := A2•Df +ftpw•(h2 +hl) •.5].12.2] +[pw.(h2 +h1)•.5].w2.2 W2 = 45.99k TOTAL WEIGHTS - ROOF + FLOOR + WALLS W := W2 +W3 +Wr W = 127.56k C. Determine Seismic Base Shear (1617.5.1): L8 := 27ft L9 := 7ft L10 := 22ft L11 := 17ft L12 := 13ft L13 := 17ft L15 := 25ft 1.2• SDS Vmax := R W Vmax = 19.62k (16 -56) Page L2 NN Engineering, P.S. Harvinder Residence 9518 39th Ave. Ct. SW, Lakewood, WA 98499 D. Vertical Distribution of Lateral Forces (1617.5.2) Longitudinal Direction 1.2• SDS Fllong R W2 1.2•SDS F2long = R W3 1.2• SDS Frlong R Wr urlong Frlong V21ong := Fr long + Fl long V3long = V2long + F2long Lateral Direction 1.2•SDS Fllat R W2 1.2•SDS F2lat = R W3 1.2.SDS Frlat R Wr Vrlat Frlong V2lat Frlong + Fllong V3lat V2lat + F2lat w5' := Vrlong wr V2long w6' .- w2 Vrlat w7' lr V2lat w8' 12 w5' = 194.65 plf w6' = 448.01 plf w7' = 98.74p1f w8'= 213.67p1f 1.2• SDS Fx= R wx Fllong = 7.08k F2long = 5.74 k 6/20/2012 02012 L.mcd (16 -57) Frlong = 6.81k urlong = 6.81 k Third Story Shear Longitudinal V2long = 13.89k Second Story Shear Longitudinal V3long = 19.62k First Story Shear Longitudinal Fllat = 7.08k F21at = 5.74k Frlat = 6.81k Vrlat = 6.81k Third Story Shear Lateral V2lat = 13.89k Second Story Shear Lateral V3lat = 19.62k First Story Shear Lateral V3long w10' :- w2 V31at w 11' : =. 12 Page L3 w10' = 633.03plf wl l' = 301.91 plf NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Harvinder Residence E. Determine Building Redundancy (1617.2.1) p Second Floor: WALL AA Laa := 7ft Vaa := (L5•.5)•w5' Vaa = 3017.151b WALL BB Lbb := 31.5ft Vbb :_ (L5•.5)•w5' WALL CC Lcc := 24.5ft Vcc := (L6•.5)•w7' WALL DD Ldd := 10.5ft Vdd := (L7•.5)•w7' WALL EE Vbb = 3017.151b Vcc = 1382.331b Vdd = 1876.021b Lee := 21ft Vee := (L6•.5 +L7•.5)•w7' Vee = 3258.351b Main Floor: WALL A La := 11ft Va := (L2•.5)•w6' WALL B Lb := 28.5ft Vb := (L2..5). w6' WALL C Lc := 11.375ft Vc := (L3•.5)•w8' WALL D Ld := 20ft WALL E Le := 13ft Basement Floor: WALL AAA Laaa := 10ft Vd := (L4•.5)•w8' Ve := [(L3 +L4).5]•w6' C 10ft 1 Vaa J) Laa raa :- V rlong C10ft) Vbb Lbb rbb V rlong CLcc Vcc JJ Lcc rcc :- Vrlong 10ft JJ - Vdd 1 Ldd rdd �- Vrlong ree (- loft Vee JLee Vrlong - Va C 10ft Va = 5824.131b ra La V21ong - Vb (10ft) Vb = 5824.131b rb :- Lb V2long - Vc (10ft) Vc = 2991.331b r c Lc Vd = 4059.661b rd := V2long V2long Vd (10ft)Ld - Ve C 10ft 1 Ve = 14784.331b r e :- Le J V2long Vaaa := (L1•.5)•w1l' Vaaa = 2264.291b Page L4 ra Vaaa• C loft Laaa V3long raa = 0.63 rbb = 0.14 rcc = 0.08 rdd = 0.26 ree = 0.23 ra = 0.38 rb = 0.15 re = 0.19 rd = 0.15 re = 0.82 raaa = 0.12 6/20/2012 02012 L.mcd NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 SUMMARY rmaxx: rmax.r = 0.63 rmax.2 = 0.82 rmax.3 = 0.12 20ft Pr• -2 rmax.r. 20ft P2' =2 rmax.2' A2 20ft p3 .— 2 rmax.3' A3 Harvinder Residence pr = 1.376 p2 = 1.476 p3 = —2.23 F. Calculate Earthquake Forces (1617.1.1.1 and 1605.3.2, eq. 16 -18) Third Story Second Story First Story P2'QE Elong + Ok Elong = 20.68 k Base Shear Longitudnal 1.4 P2'QE Elat + Ok Elat = 20.68 k Base Shear Lateral 1.4 E Pr'Frlong + Ok E 6.69k U er Floor Sto Shear Erlong 1 4 Erlong = PP rY P2'F21ong E2long 1.4 + Ok E2long = 6.05 k Lower Floor Force P 2' F2long Ellong 1.4 + Ok Ellong 6.05 k First Floor Force 1.0 ,w jppg„:= Erlong Vrlong = 6.69k Third Story Shear Longitudinal V qg„ := Erlong + E2long V2long = 12.74k Second Story Shear Longitudinal V 11ong Erlong + E2long + Ellong V long = 18.79 k First Story Shear Longitudinal µ „ms := Erlong Vrlat = 6.69k Third Story Shear Lateral Erlong + E2long V2lat = 12.74k Second Story Shear Lateral V llat Erlong + E2long + Ellong V llat = 18.79k First Story Shear Lateral Page L5 6/20/2012 02012 L.mcd NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Harvinder Residence Uniform Loads to Roof /Floor Diaphragm (seismic) LAdjusted to working stress level) w5 := Erlong Wr E2long w6 w2 Erlong w7 lr E21ong w8 := 12 E l long w10 w2 E l long w11 12 w5 = 191.27 p1f w6 = 195.02 plf w7 = 97.02 plf w8 = 93.01 plf w10 = 195.02plf wl l = 93.01 plf Page L6 6/20/2012 02012 L.mcd Uniform Load Seismic (Roof Diaph. Longit.) Uniform Load Seismic (2nd Floor Diaph. Longit.) Uniform Load Seismic (Roof Diaph. Lat.) Uniform Load Seismic (2nd Floor Diaph. Lat.) NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 11. Wind - Method 1 (ASCE 6.4) Harvinder Residence Ps ?'I•PS30•Kzt 6/20/2012 02012 L.mcd Lateral Analysis shall be based on 2009 "International Building Code" (IBC), Section 1609 and SEI /ASC 7 -02 "Minimum Design Loads for Buildings and Other Structures ", Ch. 6 A. Design Criteria: 85 mph Exposure B Design Wind Pressures (Ref. ASCE 7 -02, Figure 6 -2) PS30.A 15.9psf•Kzt PS30.B 4.2psf•Kzt PS30.0 10.6psf •Kzt PS30.D 2.3psf • Kzt PS30.E 13.8psf • Kzt PS30.F 9.6psf • Kzt PS30.G := — 9.6psf • Kzt PS30.H 7.3psf•Kzt Horizontal Pressure Horizontal Pressure Horizontal Pressure Horizontal Pressure Vertical Pressure Vertical Pressure Vertical Pressure Vertical Pressure PS30.Eoh 19.3psf•Kzt Vertical Pressure PS30.Goh 15.1psf•Kzt Vertical Pressure Height Above Ground (ft.) %, 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' X15 = 1.00 X20 = 1.00 A.25 := 1.00 A,30 1.00 X35 1.05 40 1.09 Occupancy Category: II Iw := 1.0 20° Roof Pitch (max.) End Zone of Wall End Zone of Roof Interior Zone of Wall Interior Zone of Roof End Zone Windward Roof End Zone Leeward Roof Interior Zone Windward Roof Interior Zone Leeward Roof Overhang @ End Zone Windward Roof Overhang @ Interior Zone Windward Roof Page L7 Kzt := 1.0 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 A. DETERMINE BASE FORCES Height Above Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' Harvinder Residence Ps := A'I'PS30 Wind Pressure (Horiz.) (Wall End) PIA :_ X154'PS30.A Plp = 15.9psf P2A := X20'I'PS30.A P2A = 15.9 psf P3A :_ X251'PS30.A P3A = 15.9 psf P4A :_ '30'I'PS30.A P4A = 15.9 psf P5A :_ X351'PS30.A P5A = 16.7 psf NA :_ X40'I'PS30.A P6A = 17.33 psf Wind Pressure (Horiz.) (Roof End) P1B :_ X154'PS30.B P1B = 4.2psf P2B = X20'I'PS30.B P2B = 4.2psf P3B :_ ?25'I'PS30.B P3B = 4.2psf P4B :_ 30'I'PS30.B P4B = 4.2 psf P 5 B 35'I'PS30.B P5B = 4.41 psf P6B :_ %40'I'PS30.B P6B = 4.58psf Wind Pressure (Horiz.) (Wall Interior) PIC := X15'I'PS30.0 Plc = 10.6psf P2C :_ X20.I'PS30.0 P2C = 10.6 psf P3C := X25'I'PS30.0 P3C = 10.6psf P4C := 7'30'I'PS30.0 P4C = 10.6 psf P5C :_ '351'PS30.0 P5C = 11.13 psf P6C :_ X40'I'PS30.0 P6C = 11.55 psf 6/20/2012 02012 L.mcd Wind Pressure (Horiz.) (Roof Interior) P1D :_ PS30.D P1D = 2.3psf P2D :_ X20'I'PS30.D P2D = 2.3 psf P3D :_ X254'PS30.D P3D = 2.3 psf P4D :_ ?30'I'PS30.D P4D = 2.3 psf P5D :_ X35'I'PS30.D P5D = 2.42 psf ND :_ X40'I'PS30.D P6D = 2.51 psf Height Above Wind Pressure (Vert.) Wind Pressure (Vert.) Ground (ft.) Wind Pressure (Vert..) Wind Pressure (Vert.) 0' to 15' PIE := X15'I'PS30.E PIF := A.15'I'PS30.F P1G :_ X15'I'PS30.G P1H = X15'I'PS30.H P1E = - 13.8psf P1F = - 9.6psf P1G = - 9.6psf P1H = - 7.3psf 15' to 20' P2E ;_ 20'I.PS30.E P2F :_ X20'I'PS30.F P2G X20'I'PS30.G P2H :_ X20*I'PS30.H P2E = -13.8 psf P2F = -9.6 psf P2G = -9.6 psf P2H = -7.3 psf 20' to 25' PE := X254'PS30.E P3F :_ X25'I'PS30.F P3G :_ X254'PS30.G P3H :_ A•25'I'PS30.H P3E = - 13.8psf P3F = - 9.6psf P3G = - 9.6psf P3H = - 7.3psf 25' to 30' P4E := X304'13S30.E P4F :_ ?301'PS30.F P4G :_ X30'I'PS30.G P4H :_ X30'I'PS30.H P4E = -13.8 psf P4F = -9.6 psf P4G = -9.6 psf NH = -7.3 psf 30' to 35' P5E :_'35'I'PS30.E P5F :_ X35'I'PS30.F P50 :_ X35'I'PS30.G PSH :_ X35'I'PS30.H P5E = -14.49 psf P5F = -10.08 psf P5G = -10.08 psf P5H = -7.67 psf 35' to 40' P6E :_ X40'I'PS30.E P6F =X40.I'PS30.F P6G :_ X40'I'PS30.G P6H :_ 240'I'PS30.H P6E = -15.04 psf P6F = -10.46 psf P6G = -10.46 psf NH = -7.96 psf Page L8 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Height Above Wind Pressure (Vert.) Ground (ft.) (Overhangs) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' PlEoh 21/4.15'I'PS30.Eoh PlEoh = - 19.3psf P2Eoh A.20'I'PS30.Eoh P2Eoh = -19.3 psf P3Eoh A.25'I'PS30.Eoh P3Eoh = -19.3 psf P4Eoh '30'I'PS30.Eoh P4E0h = - 19.3psf P5Eoh X35' I' PS30.Eoh P5Eoh = -20.27 psf P6E0h X40'I'PS30.Eoh P6E0h = -21.04 psf Components and Cladding (6.4.2.2) Wind Pressure (Vert.) Roof 27° - zone 1 -3 10sf Plnetl .15'I.7.5psf Plnet1 = 7.5psf P2net1 X20. 7.5psf P2net1 = 7.5psf P3net1 ?25'I.7.5psf P3net1 = 7.5psf P4net1 21/430'I.7.5psf P4net 1 = 7.5 psf P5net1 ?35'I.7.5psf P5net1 = 7.88psf P6net1 ?40'I.7.5psf P6net1 = 8.18psf Harvinder Residence Wind Pressure (Vert.) (Overhangs) P1Goh X154'PS30.Goh P'Goh = -15.1 psf P2G0h X20.1.PS30.Goh P2Goh = -15.1 psf P3Goh X25'I'PS30.Goh P3Goh = -15.1 psf P4Goh X30'I'PS30.Goh P4Goh = -15.1 psf P5Goh X35'I'PS30.Goh P5Goh = - 15.86psf P6Goh X40'I'PS30.Goh P6Goh = - 16.46psf Wind Pressure (Vert.) Roof 27° - zone 1 10sf Plnet 154•-11.9psf Plnewu = - 11.9psf P2netu X20.I•- 11.9psf P2netu = -11.9 psf P3netw X25. I.-11.9psf P3netu = - 11.9psf P4netu A.30.I•- 11.9psf P4netu = - 11.9psf PSnetu A.35. I.-11.9psf P5netw = - 12.5psf P6netw X40.I•- 11.9psf P6netu = - 12.97psf Pnet = ?' I• Pnet30 Wind Pressure (Vert.) Wall 27° - zone 4 -5 10sf Plnet X15.I.13psf P l net4 = 13 psf P2net4 A.20'I13psf P2net4 = 13 psf P3net4 '25'I.13psf P3net4 = 13 psf P4net4 X30.I.13psf P4net4 = 13 psf P5net4 X35.I.13psf P5net4 = 13.65 psf P6net4 X40.I.13psf P6net4 = 14.17 psf Page L9 Wind Pressure (Vert.) Wall 27° - zone 5 10sf Plnetw X15- I.- 17.4psf Plnetw = - 17.4psf P2netw X20'I•- 17.4psf P2netw = - 17.4psf P3netw ? 25.I.- 17.4psf P3netw = - 17.4psf P4netw ? 30'I•- 17.4psf P4netw = - 17.4psf P5netw X35. I.-17.4psf P5netw = - 18.27psf P6netw ?40•I•- 17.4psf P6netw = - 18.97psf 6/20/2012 02012 L.mcd NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Determine Uniform Wind Loads: w 1 := P3C• lft + P4C• 5ft + P5C• 3ft w2 := P2C• 5ft + P3C•4ft Harvinder Residence w l = 96.99 plf w2 = 95.4 plf w3 := P3C• 1ft + P4C• 5ft + P5C• 5ft + P6C• 3ft w3 = 153.91 plf w4 := Plc. 10ft w4 = 106 plf 6/20/2012 02012 L.mcd Uniform Load Wind (Roof Diaph. Longit.) Uniform Load Seismic (Roof Floor Diaph. Longit.) Uniform Load Wind (3rd Diaph. Lat.) Uniform Load Wind (2nd Diaph. Lat.) Flat := w3 + w2 + w 1 wlong wl + w2 + w4 Vwlong := Wlong'W2 Vwlat wlat'l2 C. STORY SHEAR -WIND LONGITUDINAL DIRECTION Vr.long.wind := wl'wr V2.long.wind := w2. w2 + Vr.long.wind V3.long.wind w3. w2 + V2.long.wind LATERAL DIRECTION Vr.lat.wind w4'lr V2.lat.wind w2.12 + Vr.lat.wind V3.lat.wind W3.12 + V2.lat.wind A. SUMMARY UNIFORM LOADS: WIND - LATERAL w l = 96.99 plf w2 = 95.4 plf w4 = 106 plf Flat = 346.3 plf w long = 298.39 plf Vwlong = 9.25 k Vwlat = 22.51 k Vr.long.wind = 3.39k V2.long.wind = 6.35 k V3.long.wind = 11.12k Vr.lat.wind = 7.31 k V2.lat.wind = 13.52k V3.lat.wind = 23.52k WIND (Roof Diaph. Lat.) WIND (3rd Flr. Diaph.Longit. /Lat.) WIND (2nd Fir. Diaph. Longit.) SEISMIC - LONGITUDINAL w7 = 97.02 plf w8 = 93.01 plf w10 = 195.02plf SEISMIC (Roof Diaph. Longit.) SEISMIC (3rd Flr. Diaph.Longit.) SEISMIC (2nd Diaph. Lat.) Page L10 TOTAL WIND LOAD PER LIN FT. OF BLDG. WIND BASE SHEAR - WIND BASE SHEAR - LONGITUDINAL DIRECTION LATERAL DIRECTION WIND - LONGITUDINAL w3 = 153.91plf WIND (Roof Diaph. Longit.) w2 = 95.4plf w4 = 106 plf WIND (3rd Flr. Diaph.Longit. /Lat.) WIND (2nd Flr. Diaph. Longit.) SEISMIC - LATERAL w5 = 191.27 plf w6 = 195.02 plf wl l = 93.01 plf SEISMIC (Roof Diaph. Lat.) SEISMIC (3rd Fir. Diaph.Lat.) SEISMIC. (2nd Flr. Diaph.Lat.) NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 IV. SHEAR ON SHEAR WALLS THIRD FLOOR Harvinder Residence WaII AA : Wall BB : Wall CC : WaII DD : Laa = 7 ft ft Lbb = 31.5 ft Lcc = 24.5 ft Ldd = 10.5 6/20/2012 02012 L.mcd vaa := w5 (L5•.5) w5•(L5•.5) (w3)• (L6..5) w3. (L7..5) Laa vbb:= Lbb vcc := Lcc vdd:= Ldd vaa = 423.54p1f vbb = 94 plf vcc = 88 plf vdd = 278.51 plf Wall EE : Lee = 21 ft w3•(L6..5 +L7..5) vee :- Lee vee = 241.86 p1f SECOND FLOOR Wall A La= l l ft w6. (L2..5) + vaa•Laa va La va = 500plf Wall D: Ld =20ft Wall B Wall C: Lb = 28.5 ft Lc = 11.38 ft vb w6. (L2..5) + vbb•Lbb vc (w2)• (L3..5) + vcc•Lcc Lb Lc vb = 193 p1f vc = 307 p1f Wall E: Le = 13 ft vd .— (w2)• (L4..5) + vdd•Ldd Ve (w2). (L3..5 + L4..5) + vee•Lee Ld Le vd = 237 p1f ve = 633 p1f Basement FLOOR Wall AAA Laaa = 10 ft w4•(L1 •.5) + vd•Ld vaaa Laaa vaaa = 553 p1f Page L11 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 V. SHEAR WALL STRENGTH A. OVERTURNING MOMENT ON WALLS Basement Floor Walls Wall Length HW: =h1 Overturning Moments Harvinder Residence AAA Laaal := 2.5ft OTMaaal = vaaa•Laaal•HW OTMaaal = 13829.821bft Main Floor Walls = hl Wall Length Overturning Moments A Lal := 4ft OTMa1 := va•Lal•HW OTMa1 = 20000.01 lb ft B Lbl := 7.5ft OTMb1 := vb•Lbl•HW OTMb1 = 14473.691bft C Lc1 := 3•ft OTMc1 := vc•Lcl•HW OTMc1 = 9205.371bft D Ldl := 20-ft OTMd1 := vd•Ldl•HW OTMd1 = 47369.281bft E Lel := 13•ft OTMeI := ve•Lel•HW OTMe1 = 82272.961bft Upper Floor Walls := h2 AA Laal := 3.5•ft OTMaal := vaa•Laal•HW OTMaal = 14823.731bft BB Lbbl := 16•ft OTMbbl := vbb•Lbbl•HW OTMbbl = 150591bft CC Lccl := 8•ft OTMccl := vcc•Lccl•HW OTMccl = 7035.981bft DD Lddl = 5.5•ft OTMddl := vdd•Lddl•HW OTMddl = 15317.911bft EE Leel = 21•ft OTMeel := vee•Leel•HW OTMeel = 50790.961bft Page L12 6/20/2012 02012 L.mcd NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Harvinder Residence B. SHEAR WALL DEAD LOAD RESISTING MOMENT 15 psf for di used to take into account of loads from adjacent walls. Upper Floor Shear Walls W := h2 Dead Load on Shear Wall Shear Wall Roof / Floor Weights Wall Weights Dead Load Resisting Moment AA1 DLRFaa1 := 18•ft. •Drl•Laal DLWLaal := H•pw.Laal DLRFaa1 = 6301b DLWLaa1 = 2451b BB1 DLRRFbbl := 18.ft•( 2.Dr1•Lbbl DLWLbb1 := HWpw•Lbbl DLRFbb1 = 28801b DLWLbb1 = 11201b CC1 DLRFccl := 4.ft.( 2•Dr Lccl DLWLcc1 := HWpw•Lccl 3 DLRFcc 1 = 3201b DLWLcc 1 = 5601b DD1 DLRFddl := 4• ft. r3 W •Drl Lddl DLWLddl := Hpw•Lddl DLRFdd1 = 2201b DLWLddl = 3851b EE1 DLRFeel := 4. ft. 3 W •Dr I•Leel DLWLee1 := Hpw•Leel DLRFeel = 8401b DLWLeel = 14701b Page L13 DLaal := DLWLaa1 + DLRFaa1 DLaal = 8751b DLRMaal := DLaal•Laal•.5 DLRMaal = 1531.251bft DLbbl := DLWLbb1 + DLRFbb1 DLbbl = 40001b DLRMbb1 := DLbbl.Lbbl..5 DLRMbb1 = 320001bft DLccl := DLWLccl +DLRFcc1 DLccl = 8801b DLRMccl := DLccl•Lccl•.5 DLRMccl = 35201bft DLddl := DLWLddl + DLRFdd 1 DLddl = 6051b DLRMddl := DLddl•Lddl•.5 DLRMddl = 1663.75 lb ft DLeel := DLWLee1 + DLRFee1 DLeel = 23101b DLRMeel := DLeel•Leel•.5 DLRMee1 = 242551bft 6/20/2012 02012 L.mcd NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Harvinder Residence B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) Dead Load on Shear Wall Shear Wall Al Roof / Floor Weights DLRFa1 := 15•ft. .Df)Lal DLRFal = 6001b Wall Weights DLWLa1 := HWpw•Lal DLWLa1 = 2801b • B1 DLRFb1 := 12•ft•(3•Df)Lbl DLWLbl := HWpw•Lbl DLRFb1 = 9001b DLWLb1 = 5251b C1 DLRFc1 := 4.ft.( 2•Df)•Lel 3 DLWLc1 := HWpw•Lcl DLRFc 1 = 1201b DLWLc1 = 2101b D1 DLRFd1 := 4.ft.(2•Dfl•Ldl 3 DLRFd 1 = 8001b J DLWLd1 T 14001b DLWLd1 := HWpw•Ld1 El DLRFel := 4•ft.( .Dfj•Ldl DLWLe1 := HWpw•Lel DLRFe 1 = 8001b DLWLe1 = 9101b Page L14 Main Floor Shear Walls W := hi Dead Load Resisting Moment DLa1 := DLWLa1 + DLRFa1 DLa1 = 8801b DLRMa1 := DLal•Lal•.5 DLRMal = 17601bft DLb1 := DLWLb1 + DLRFb1 DLb 1 = 14251b DLRMbl := DLb1•Lbl•.5 DLRMbl = 5343.75 lb ft DLc1 := DLWLc1 +DLRFcl DLc1 = 3301b DLRMc1 := DLc1•Lc1 .5 DLRMc1 = 4951bft DLd1 := DLWLd1 +DLRFdl DLd1 = 22001b DLRMd1 := DLd1•Ldl•.5 DLRMd 1 = 220001b ft DLe1 := DLWLe1 + DLRFe1 DLe1 = 17101b DLRMeI := DLd1•Lel•.5 DLRMeI = 14300lbft 6/20/2012 02012 L.mcd NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Harvinder Residence B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) Shear Wall Dead Load on Shear Wall Roof / Floor Weights AAA1 DLRFaaal := 8•ft• — 2.Dg1•Laaal 3 J DLRFaaa 1 = 2001b 6/20/2012 02012 L.mcd Basement Floor Shear Walls ,:= h3 Wall Weights DLWLaaal := HWpw.Laaal DLWLaaal = 1401b Page L15 Dead Load Resisting Moment DLaaal := DLWLaaal + DLRFaaa 1 DLaaal = 3401b DLRMaaal := DLaaal•Laaal•.5 DLRMaaal = 425lbft NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 C. HOLDOWN FORCES ON WALLS Harvinder Residence Upper Floor AA1 HDFaa1 :_ OTMaal — DLRMaal Laal 661 HDFbbI ;= OTMbbl — DLRMbb1 Lbbl CC 1 HDFcc 1 :_ OTMccl — DLRMcc l Lccl OTMdd 1 — DLRMdd 1 D D 1 HDFddl :- Lddl EE1 HDFee1 :_ OTMeel — DLRMeel Leel Main Floor Al HDFa1 := OTMaI — DLRMal + HDFaa1 Lal Basement Floor OTMb1 — DLRMb1 B1 HDFb1 . + HDFbb 1 Lbl C1 HDFc1 ;= OTMcl — DLRMcl + HDFccl Lcl D1 HDFd1 = OTMd1 — DLRMd1 + HDFdd1 Ldl El HDFe1 := OTMeI — DLRMel + HDFee1 AAA1 Lel OTMaaal — DLRMaaal HDFaaa1 :_ + HDFal Laaal Page L16 6/20/2012 02012 L.mcd HDFaa1 = 3797.851b HDFbb1 = — 1058.811b HDFcc 1 = 439.51b HDFdd1 = 2482.571b HDFee1 = 1263.621b HDFa1 = 8357.851b HDFb1 = 158.511b HDFc 1 = 3342.951b HDFdl = 3751.041b HDFe1 = 6492.311b HDFaaa1 = 13719.781b NN Engineering, P.S. Harvinder Residence 9518 39th Ave. Ct. SW, Lakewood, WA 98499 D. ALLOWABLE ANCHOR BOLT SPACING Table 8.2E (1997 NDS) 5/8 " DIA. Anchor Bolt w/ 1 1/2" Side Member (Hem -Fir) ZB := 8301b• 1.33 ZB — = 275.98 Of 4ft ZB = 1103.91b Allow. Load on 5/8" Dia. Bolt in shear 1ft spacing. Allow Shear /ft for 4' max spacing E. SHEAR STRESS AROUND OPENINGS: WALL SHEAR STRESS Second Floor AAA vaaa•Laaa vaaai Laaa — 0• ft vaaai = 553.19plf A.B. SPACING ZB aaal vaaai CD = 1.33 Z := 1221b (NDS TBL 12.3B - 16d COMMON NAILS, 1 -1/2" SIDE MEMBER THICKNESS) Z' := Z•CD 1 = 162.261b PER NAIL Page L17 6/20/2012 02012 L.mcd HORIZ. STRAP FORCE Paaa := (vaaai — vaaa)•0•ft Paaa = Olb NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 E. SHEAR STRESS AROUND OPENINGS: WALL SHEAR STRESS Second Floor Harvinder Residence A.B. SPACING A va La Z' vai :_ La — O' vai val = 500plf sal -= va 1 _ vb Lb ZB B vbi — Lb — 0• ft vbi = 192.98 p1f sb l vbi vc•Lc _ Z' C vci = Lc — 0 ft vci = 306.85 plf Scl — vc 1 vd Ld ZB D vdi :_ Ld — 0•ft vdi = 236.85p1f sdl vd 1 ve•LeZ' E vei Le — 0•ft vei = 632.87p1f sel vei WALL SHEAR STRESS 2nd Floor vaa•Laa AA vaai :__ Laa — 0 ft vaai = 423.54p1f vbb•Lbb BB vbbi Lbb -0 ft vbbi = 94.12pIf CC vcci := vcc Lcc vcci = 87.95p1f Lcc -0 ft := vdd•Ldd DD vddi vddi = 278.51 plf Ldd — 0•ft EE veel := vee •Lee veei = 241.86p1f Lee — 0•ft Sole Plate Nail Spacing saai := Z' vaai Z' Sbbl vbb 1 sccl = Z vcci Z' sddl vdd 1 Seel Z veei 6/20/2012 02012 L.mcd HORIZ. STRAP FORCE (vai — va)•0•ft Pa = Olb Pb :_ (vbi — vb).O.ft Pb = Olb Pc := (vci — vc)•0•ft Pc = Olb Pd := (vdi — vd)•0•ft Pd = Olb Pe :_ (vei — ve)•0•ft Pe = Olb HORIZ. STRAP FORCE Paa = (vaai — vaa).0•ft Paa = Olb Pbb :_ (vbbi — vbb)•0•ft Pbb = Olb Pcc := (vcci — vcc) •0•ft Pcc = Olb Pdd :_ (vddi — vdd) • 0• ft Pdd = Olb Pee := (veei — vee) .O. ft Pee = Olb B. Shear Wall to diaphragm nailing (Sole Plate): NDS Table12.3B: 16d Common Nails 1 1/2" side member thickness , A:= 1.33 Cdi := 1.1 L:= := 1221b 14,:= Z•CD•Cdi Z' = 178.491b Per Nail = 133.86p1f Allowable Toad for 16" nail spacing (max) Page L18 NN Engineering, P.S. 9518 39th Ave. Ct. SW, Lakewood, WA 98499 Harvinder Residence 6/20/2012 02012 L.mcd VII. SHEAR WALL SUMMARY Note: Shear wall type noted as "0" complies with the maximum shear nailing, anchor bolt Basement Floor spacing, and sole plate nailing per General Notes on Structural Drawings Sheet S1. Mk Wall Shear Anchor bolt Holdown Edge Holdown Type Stress Spacing Force Nailing Tvpe. AAA 1 vaaal = 553.19 Of saaa = 23.95 in HDFaaal = 13.72 k 10d @ 3" o.c. HDU11 (DF BOTH SIDES) Main Floor Mk Wall Shear Sole Plate Holdown Edge Holdown Tvpe Stress Nail Spacing Force Nailing Type. A 2 vai = 500p1f sa = 3.89 in HDFa1 = 8.36k 10d @ 3" o.c. HDU11 B 0 vbl = 192.98p1f sb = 48 in HDFb1 = 0.16k 10d © 6" o.c. NO HOLDOWN C 3 vcl = 306.85p1f se = 6.35 in HDFc1 = 3.34k 10d @ 4" o.c. MSTC66B3 4 vdi = 236.85p1f sd = 48 in HDFd1 = 3.75k 10d @ 6" o.c. STHD14RJ E 5 vei = 632.87p1f se = 3.08 in HDFe1 = 6.49k 10d @ 4" o.c. MST60 (BOTH SIDES) AA 6 vaai = 423.54p1f saa = 4.6 in HDFaa1 = 3.8k 10d @ 3" o.c. MST37 Upper Floor BB 0 vbbl = 94.12p1f sbb = 16 in HDFbb1 = —1.06k 10d @ 6" o.c. NO HOLDOWN CC 0 vccl = 87.95p1f see = 16 in HDFcc1 = 0.44k 10d @ 6" o.c. NO HOLDOWN DD 7 vdd l = 278.51 plf sdd, = 6.99 in HDFdd1 = 2.48 k 10d @ 4" o.c. MST37 EE 8 veei = 241.86p1f see = 8.05 in HDFee1 = 1.26k 10d @ 6" o.c. MST37 Page L19 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 III. Gravity Load Analysis Harvinder Residence Gravity Analysis shall be based on 2009 "International Building Code" (IBC), and ASCE/SEI 7 -05 Sect. 7.3 -.7.4 and "Minimum Design Loads for Buildings and Other Structures ", Section 3.0 - 6.0. Design Criteria: A. Determine Dead Loads (D) (1606): Uniform Dead Loads (psf): fr := 15psf Framing Dead Load (or actual) Pto = Opsf Concrete Topping (Floors) thk = Oin Pti Opsf Roof Tile Pw := 1.1psf Wall B.1 Determine FLoor Live Loads (L) ( IBC Table 1607.1 & ASCE Table 4 -1 ): 6/20/2012 02012 B.mcd Sheet B1 of 16 llf := 40psf Floor Live Load llg := 55psf Garage Slab on Grade lld := 60psf Deck Live Load 11gc := 30001b Garage Concentated Load (4.5in x 4.5in area) lla := 100psf Assembly Areas 11'gc := 22501b Garage Concentated Load (per wheel) - storage B.2 Determine Adjusted Uniform Snow Loads (L) (ASCE Ch. 7) Roof Snow Load - (Ground Snow load pg <_ 20psf ; Site elevation < 700ft) pf := 0.7•Ce•Ct•I•pg Ps = Cs•Pf Flat Roof Snow Load (ASCE Eqn. 7 -1) Ce := 1.0 - Exposure B Table 7 -2 Ct := 1.1 - Table 7 -3 Obstructed non - slippery surface - Heated space (ventilated) I := 1.0 - Importance Table 7 -4; Category II per table 1 -1 pt := 0.7•Ce•Ct•I•pg p'f = if [pg < 20psf , (I pg) , (20psf .I)] p "f := if (Pf > vi,Pf,w) Sloped Roof Snow Load (ASCE Eqn. 7 -2 Warm Roofs) Cs := 1.0 (ASCE Table 7 -2a; < 4:12 to 7:12 roof pitch P's = 25psf Min. (Heated Ventilated space) pg := 20psf (Ground Snow load per ASCE Fig. 7 -1) w := 25psf (Min. Roof Snow load per local jurisdiction) pf = 15.4 psf p'f = 20psf min. p "f = 25psf min. Floor Dead Load (Df): Df = 15 psf Floor Live Load (Lf): Lf. = 40psf Roof Dead Load (Dr ): Dr = 15 psf Roof Live Load (Lr ): Lr = 25 psf TOTAL FLOOR LOAD ( TLf): TLf = 55psf TOTAL ROOF LOAD ( TLr): TLr = 40psf Page B1 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 Harvinder Residence Snow Drift at Parapets (ASCE Ch. 7.7.1 & 7.8): Density (pcf): Balanced Snow Toad ht. (ft): Parapet height: Length of roof upwind (ft): Calulate Drift Height (ft): (Design) Parapet Drift Height (ft): Drift length (ft): Snow Drift Surcharge (psf): y := 0.13•�ftlpg+ 14•pcf Pf hb :_ — Y he := 10ft lu := 78ft 4 3 lu pg+ 10•psf I hd := 0.43 J psf ft-1.5ft P hd := (hd')0.75 /4•hd? 1 w'drift := if hd' < hc,4'hd', Pd hd''Y Total Snow Drift Surcharge (psf): Ptotal = Pd + P'f Total Snow Load (Psd): //7 Psd (wdrift.Pd) 2 SURCHARGE LOAD (Pd) DUE TO DRIFTING lti ,►1 BALANCED SNOUJ LOAD Drift Page B2 6/20/2012 02012 B.mcd Sheet B2 of 16 y = 16.6pcf (Less than 30pcf OK) hb = 0.93 ft he = 10.78 hb t = "Snow Drift Applied " hd' = 2.8ft (per figure 7 -9 graph page 91) hd =2.lft Wdri.ft = 11.2 ft = "ok, w *drift < 8hc" pd = 46.48 psf Ptotal = 66.48 psf Psd = 260.25 p1f NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 Harvinder Residence Sawn Beam - B1 L := 5•ft Dr = 15 psf Lr = 25 psf TLr = 40 psf := 580p1f wDL := Dr 10•ft + 20•p1f Sawn Beam Properties - Fb := 875.psi Fv := 95.psi F'b := Fb•CD•CM•Ct•CF F'v := FV CD•CM•Ct•CH w = 580p1f wDL = 170 plf E' := 1700000.psi F'b = 1006 psi F'v = 109 psi CD := 1.15 CM =1 CH := 1 P1 Shear Diagram Moment Diagram 6 I I 2 4 x(ft) RL =2.7k RR =2.7k V max = 2.7 k BEAM SELECTION t := 5.5•in (beam thickness) 4 2 0 —20 2 4 x(ft) M,,,aY = 4.9 k• ft h := 9.25.in (beam depth) USE t = 5.5 in ATL .= 240 5• weq•L4 41;" 384•E'•I ATL = 0.04 in Beam Stresses fv = 72.6 % fb = 74.7 % x h = 9.25 in BEAM Sfeq= 58.58in3 < S =78in3 OK A feq = 36.93 in2 < A = 51 in2 OK ireq = 52.01 in4 < I = 363 in4 OK Page B3 6/20/2012 02012 B.mcd Sheet B3 of 16 P1 := 2480.1b a := 2.5.ft NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 Harvinder Residence 5 -1/8 x 13 -1/2 GIu -Lam Beam - B2 L := 16•ft Dr = 15 psf Lr = 25 psf TLr = 40 psf ,'„ := TLr•tw w = 540 p1f , j,,,, := Dr'tw 1:= 5.125in t:= 13.5in tR, := 13.5ft wDL = 203 p1f 2 ��:= w 8 Mmax = 17280 ft lb V := w r 2 — hJ V max = 3712.51b Rmax = 43201b Allowable Stresses (adjusted) ` 2400•psi := 165•psi Fes:= 1800000•psi := 1.15 Cv := 1 Fb•CD•CM•Ct•Cv F'b = 2760psi '= 1:= 1 _ L — 1 := F •C ' C ' C •C H F' v= 190 psi 240 q,•— Fma` Sfeq = 75.13in3 < S = 156in3 OK SS q — 48.26% An = 0.8 in b •— V F 1.5 Areq = 29.35 in2 < A = 69 in2 OK Areq = 42.42 % ADL = 0.3 in maizA v 4 Cvact = 1.016 5. " ". 384 E' 0 TL keg = 552.96in4 < I = 1051in4 OK IrIq = 52.62% Assumed OK Page B4 6/20/2012 02012 B.mcd Sheet B4 of 16 Rmax := w•L•.5 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 Harvinder Residence 6x8 Sawn Beam - B5 L:= 6.ft Dr = 15 psf Lr = 25 psf := TLr tw w = 660plf w•L2 Alwax,:= 8 Allowable Stresses (adjusted) DF #2 875•psi ,:= 95•psi K,:= 1700000•psi Fb•CD• Cm. Ct•CF F'b = 1207 psi FvCD• Cm. Ct•CH F'v = 109 psi 6/20/2012 02012 B.mcd Sheet B5 of 16 µ:= 5.5in L:= 7.25in TLr = 40psf ,tom:= 16.5ft Mmax = 2970 ft 1b Drtw = w'(—h 2 l Mmax F'b Vmax•1.5 F'v A wDL = 248 p1f Vmax = 1581.251b Rmax = 19801b A:= 1.15 = 1.2 Ct,:= 1 := 1 := 1 _ L 44/1" 240 Sreq = 29.52in3 < S = 48in3 OK Sreq = 61.26% S Afeq = 21.71in2 < A = 40in2 ,OK Areq — 54.45% 4 _= 5 w L Ireq = 37.74in4 < I = 175in4 OK Ireq = 21.61% 384•E'I -- I Page B5 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 GIu -Lam Beam - B6 L := 5.ft Dr = 15 psf Lr = 25 psf TLr = 40 psf := 660p1f w = 660 pif , := Dr•10•ft +20•p1f wDL = 170pIf Harvinder Residence GIu -Lam Beam Properties j:= 2400. psi Fy, := 165•psi := 1800000. psi E, := Fb•CD•CM•Ct•Cv F'b = 2539psi := FvCD•CM•Ct•CH F'v = 190psi P1 Sjx,:= 1.15 ,c,AL := 1 git,:= 1 :_ .92 1 Shear Diagram Moment Diagram 4 I I 2 4 x(ft) RL = 2.2k RR = 3.76k V max = 3.8k 6 w 2 I I 1 2 4 6 x(ft) Mmax = 3.6 k• ft BEAM SELECTION 1:= 5.125•in (beam thickness) L AUL : 240 6/20/2012 02012 B.mcd Sheet B6 of 16 a := 4•ft X.4.,:= 2640.1b 5 • weq• L4 A 0.03 in USE t = 5.125 in 384•E'•I �' h = 9in GLB 1I,,,:= wDL ,t7 ATL ADL = 0.01 in Camber := 1.5 ADL Camber = 0.011 in Sreq = 16.98in3 < S = 69in3 OK Coact = 1.188 Cv = 0.92 Assumed OK Beam Stresses fv= 64.5% fb= 24.5% A req = 29.74 in2 < A = 46 in2 OK I feq = 35.941414 < I = 311 in4 OK Page B6 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 6x8 Sawn Beam - B7 Dr = 15 psf Lr = 25psf A := TLr tw w = 660 p1f w•L2 ZWAX.:— 8 Allowable Stresses (adjusted) DF #2 875•psi := 95•psi TLr = 40psf Mmax = 2062.5 ft lb := Fb•CD•CM•Ct•CF Lx,:= FvCD•CM•Ct•CH Mmax APokaai := F'b Vmax 1.5 F'v 5•w•L4 384•E'•6,TT, Harvinder Residence 14:= 5•ft zia.:= Drtw Awakv:= w•(2 —hJ syV 1700000•psi Feb = 1207 psi F'v = 109 psi Sreq = 20.5in3 t/:= 5.5in i,:= 7.25in 160 16.5ft wDL = 248 p1f V max = 1251.251b Cam,,:= 1.15 ,cz:= 1.2 ,C:= 1 ,:= 1 := 1 L ,113w:= 240 < S = 48 in3 OK Afeq = 17.18in2 < A = 40M2 OK Ireq = 21.84 in4 < I = 175 in4 OK Sreq — 42.54% S Areq — 43.08% A Ifeq = 12.5% I 6x10 Sawn Beam - B8 Df = 15 psf Lf = 40psf TLf = 55 psf fx:= TLf. twf + TLr. twr w = 600plf w• L2 alANA:= 8 Allowable Stresses (adjusted) DF #2 fAtk.,:= 875•psi ,,:= 95.psi := 1700000•psi Mmax = 2700 ft 1b V L:= 6•ft TLr = 40psf ,:= 5.5in 1/:= 9.25in twf := 8ft (floor) wDL = 180plf , ',4:= Df•twf + Drtwr := w•i2 —hl , d,:= Fb•CD•CM•Ct•CF Zex:= FvCD•CM•Ct•CH Mmax , fev,4 F,b Vmax•1.5 F'v I 5 w L4 384•E'.A Feb = 1050psi F'v = 95 psi Sreq = 30.862 < S = 78in3 Areq = 21.12 in2 -< A = 51 in2 Ireq = 34.31 in4 < I = 363 in4 Vmax = 1337.51b Rmax = 18001b ggiA:= ,:= T.2 ,,:= 1 ,l,:= 1 := 1 _ Lia„ 240 OK Sreq - 39.34% S OK Areq — 41.51% OK Ireq _ — 9.46% I Page B7 A 6/20/2012 02012 B.mcd Sheet B7 of 16 Rmax = 16501b twr := 4ft (roof) NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 5 -1/8 x 12 GIu -Lam Beam - B9 Harvinder Residence := 9•ft Df = 15 psf Lf = 40 psf TLf = 55 psf TLr = 40 psf := TL f• twf + TLr twr w = 1195 plf �•— w 8L2 6/20/2012 02012 B.mcd Sheet B8 of 16 µ:= 5.125ini := 12in ,tom,:= 9ft (floor) ,tom,:= 17.5ft (roof) ,,,,:= Df• twf + Dr. twr Mmax = 12099.38 ft lb V:= w•( L — hl 2 J Allowable Stresses (adjusted) := 2400•psixv:= 165•psi ,,:= Fb•CD•CM•Ct•Cv = FvCD•CM•Ct•CH Mmax := ,b Vmax•1.5 := F'v 5•w•L4 384.E'. Am F := 1800000.psi F'b = 2400 psi F'v = 165 psi Sreq = 60.5 in3 wDL = 398 plf Vmax = 4182.51b Rmax = 5377.51b := 1 ,,:= 1 := 1 < S = 123 in3 OK Afeq = 38.02 in2 < A = 62 in2 OK Ireq = 217.79 in4 5 -1/8 x 10-1/2 Glu-Lam Beam - B10 I = 738in 4 Sreq — 49.18% S Afeq — 61.83% A OK IrIq = 29.51% 24:= 10•ft Df = 15 psf Lf = 40 psf TLf = 55 psf TLr = 40 psf TLf•twf +TLr•twr w = 885p1f w•L2 AIWA&:= 8 := 1 • 1 • _ L 240 OTT = 0.45 in ADL = 0.151n Cvact = 1.088 Assumed OK AN t := 5.125in h := 10.5in ANV 2443,16:= w•L•.5 1,444,:= 3ft (floor) := 18ft (roof) ,.,:= Df'twf + Dr•twr Mmax = 11062.5 ft lb V vi. ( —L -hl 2 J Allowable Stresses (adjusted) := 2400•psi Fes:= 165•psi fvez,:= Fb•CD•CM•Ct•Cv gok:= FvCD•CM•Ct•CH Mmax 451C44,:= F,b Vmax- 1.5 5•w•L4 384•E'•Am wDL = 315 plf Vmax = 3650.631b Rmax = 44251b Fes:= 1800000•psi ,:= 1 F'b = 2400 psi 1 F'v = 165 psi := 1 Sreq — 55.31 in3 < S — 94 in3 OK Areq = 33.191112 < A = 54 in2 OK Ireq = 221.25in4 < I = 494in4 OK Page B8 Sreq — 58.74% S Areq — 61.67% A Ifeq = 44.75% • := 1 := 1 L AIL _ 240 OTT = 0.5 in ADL = 0.18in Cvact = 1.091 Assumed OK lax6 = w•L•.5 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 := Harvinder Residence 6/20/2012 02012 B.mcd Sheet B9 of 16 6 -3/4 x 21 GIu -Lam Beam - B11 L = 27.25•ft t,:= 6.75in . L:= 21in Df = 15psf Lf = 40psf TLf = 55psf TLr = 40psf ,tom,:= 13.5ft (floor) ,tom,:= Oft (roof) TLf. twf + TLr twr w = 743 p1f w•L2 ,•,:= Df'twf + Dr'twr wDL = 203 p1f Mmax = 68919.08 ft lb .= W. — —h Vmax = 8817.191b Rmax = 10116.561b 2 ) Allowable Stresses (adjusted) b,:= 2400•psi = 165•psi , := 1800000•psi := 1 Fb•CD•CM•Ct•Cv F'b = 2400psi := 1 FvCD•CM•Ct•CH F'v = 165 psi := 1 S •= Mme F Sreq = 344.6in3 < S = 496in3 OK ■'b Vmax•1.5 4th, Areq = 80.16 in2 < A =.142 in2 OK F v 4 5 w L Ireq = 3756.09 in4 < I = 5209 in4 OK 384•E'•ATT, ,:= 1 ,C:= 1 _ 240 Sreq — 69.46% OTT, = 1.36in S Af eq — 56.55 % ADL = 0.37 in A Ireq 72.1% Cvact = 0.896 Assumed OK 6x10 Sawn Beam - B12 L:= 8•ft 1:= 5.5M b,:= 9.25in Df = 15psf Lf = 40psf TLf = 55psf TLr = 40psf 4304,:= 2ft (floor) , ,:= 5ft (roof) v := TLf. tw + TLr. twr w = 310p1f := Df•twf +Dr'twr wDL = 105 Of 2 VailevA := w8 Mmax = 2480 f t lb V:= w•(L —h1 Vmax = 1001.041b Rmax = 12401b Allowable Stresses (adjusted) DF #2 l JJ Fes,:= 875.psi lx v:= 95-psi z,:= 1700000.psi C,,:= 1 ,cz:= 1.2 gjA ,,:= Fb•CD•CM•Ct•CF F'b = 1050psi ' = 1:= 1 c41,:= 1 _ L ,, := FvCD•CM•Ct•CH F'v = 95 psi N 240 , .— Mmax Sfeq = 28.342 < S = 782 OK Sfeq — 36.14% F'b S .— Vm� 1.5 Areq = 15.81 m2 < A = 51 m OK Areq F'v — _ 31.07% A 4 — 5 -w•L Ireq = 42.011114 < I = 363 in4 OK Ireq NrAgAl — _ 11.58% 384•E'•OTT, Page B9 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 Harvinder Residence GIu-Lam Beam - B13 2:= 5.ft Df = 15 psf Lf = 40psf TLf = 55 psf TLr = 40psf • 15cf:= 13ft (floor) a:= TLf.twf + TLr twr Detwf + Drtwr GIu-Lam Beam Properties Ltc,:= 2400.psi := 165.psi Fb.CD.Cm.Ct. Cv rck:=Fv.cp.cm.Cr CH 18ft (roof) w = 1435p1f wDL = 465 plf := 1800000•psi F'b = 2208psi F'v = 165 psi PI Acx:= .92 a:= 1 Shear Diagram 2 4 x(ft) RL = 4.7k RR = 5.32k Vmax = 5.3k 6 10 5 0 Moment Diagram 0 2 x(ft) Mmax = 7.8 k.ft 4 BEAM SELECTION 1:= 5.125•in (beam thickness) 5. weq 4 . ALlaw 384.E'.1 = 0.03 in wDL AtzkLA:= —•,6Th ADL = 0.01 in w Cvact = 1.154 C., = 0.92 Assumed OK Beam Stresses fv = 78.6% fb = 34.3 % 6 L USE t = 5.125in 6/20/2012 02012 B.mcd Sheet B10 of 16 a := 3.ft ZL:= 2880.1b h := 12in h = 12 in GLB gokm:= 1•5.ADL Camber = 0.013in Sreq = 42.18in3 < S = 123 in3 • OK Areq = 48.322 < A = 622 OK Ireq = 77.61 in4 < Page B10 I = 738in 4 OK NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 6x10 Sawn Beam - B14 Harvinder Residence L:= 5•ft Df = 15 psf Lf = 40 psf TLf = 55 psf TLr = 40 psf ,tw:= 5.5in ,i,:= .9.25in 6/20/2012 02012 B.mcd Sheet B11 of 16 ,t,:= 13ft (floor) ,tom,:= 18ft (roof) Av := TLf twf + TLr twr w,= 1435p1f ,) := Df•twf + Dr. twr wDL• = 465p1f 2 := w8L Mmax = 4484.38ftlb Vim, := w (-1-' 2 —h1 Vmax = 2481.351b Rmax = 3587.51b Allowable Stresses (adjusted) DF #2 J ,F ,:= 875•psi ZyN:= 95•psi 1,,'„,:= 1700000•psi C, := 1 .= 1.2 Z:24,:= Fb•CD•CM•Ct•CF F'b = 1050 psi ^C^^ 1 1 ,C:= 1 _ L FvCD•CM•CrCH F'v = 95 psi 4 240 .— Mmax Sreq = 51.25in3 < S = 78 in3 OK Sreq F'b — 65.34 % S • F'v V 1.5 Areq = 39.18 in2 < A = 51 in2 OK Areq _ 77.01% A 5•w•L4 "F 384•E' �TL 4x10 Sawn Beam - B15 Ireq = 47.48in4 I = 363 in4 OK Ifeq = 13.09 % I := 5•ft tM,:= 3.5in ,ham,:= 9.25in Df = 15psf Lf = 40psf TLf = 55psf TLr = 40psf ,tom,:= l lft (floor) ,,:= Oft (roof) TLf• twf + TLr• twr w•L2 8 w = 605 plf Df•twf + Dr•twr WDL, = 165p1f Mmax = 1890.63ft1b V1443,:= w (L 2 —h Vmax = 1046.151b Rmax = 1512.51b J Allowable Stresses (adjusted) DF #2 ,5,:= 875•psi ,F,:= 95•psi L:= 1700000•psi Fb•CD•CM•Ct•CF F'b = 1050 psi := F•CD•CM•Ct•CH F'v = 95 psi Mmax F'b Vmax• 1.5 F'v 5. w.L4 "rte" 384•E'•i Sfeq = 21.61in3 < S = 50in3 OK Sreq — 43.29% S Afeq = 16.52in2 < A = 32in2 OK Areq — 51.02% A Ifeq = 20.02 in4 < I = 231 in4 OK Ireq = — 8.67 % I Page B11 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 3 -1/8 x 10 -1/2 GIu -Lam Beam - B16 Df = 15 psf Lf = 40 psf ,A:= TLf•twf +TLr•twr w L2 := 8 Allowable Stresses (adjusted) Harvinder Residence ,I:= 13.5•ft TLf = 55 psf TLr = 40 psf w = 193 p1f Mmax = 4385.39ft1b 2400•psi := 165•psi FvCD•CM•Ct•CH Mmax .— F'b ,wA„ley, •._ max 1.5 F'v I • SwL4 384•E'•ATT, L:= 3.125in L:= 10.5in ,,:= 3.5ft (floor) twf + Dr twr WDL = 53 plf 6/20/2012 02012 B.mcd Sheet B12 of 16 ,tom,:= Oft (roof) V w L — hJ Vmax = 1130.941b Rmax = 1299.381b 2 1800000•psi F'b = 2400psi F'v = 165 psi Sfeq = 21.93in3 Afeq = 10.28in2 Ireq = 118.41 in4 4x10 Sawn Beam - B17 Df = 15 psf < S = 57 in3 < A =33in2 < I= 301in4 Lf = 40psf TLf = 55 psf := TLf•twf + TLr twr w = 495p1f w•L2 ; := 8 Allowable Stresses (adjusted) DF #2 ,,:= 875•psi F:= 95•psi ,F:= 1700000•psi Mmax = 1546.88ft1b 5•ft OK SS q = 38.19% OTT, = 0.68in OK AAq = 31.33% ADL,= 0.18in OK Ifjq = 39.28% TLr = 40 psf Cvact = 1.113 Assumed OK Agtax,:= w•L•.5 1:= = 3.5in k,:= 9.25in ,,:= 9ft (floor) ,,:= Oft (roof) wDL, = 135 plf •:= Df'twf + Dr•twr Vy = w•( L — hl Vmax = 855.941b Rmax = 1237.51b = Fb•CD•CM•Ct•CF FvCD•CM•Cr•CH r:= 384•E'•ATL Mmax F'b Vma•1.5 F'v 5• w• L4 F'b = 1050psi F'v = 95 psi Sfeq = 17.68in3 < S = 50in3 OK Afeq = 13.51 in2 < A = 32M2 OK Ireq = 16.38M4 < I = 231 in4 OK Page B12 ,z:= 1.2 a:= 1 A.1;6:= 240 Sreq S = 35.42% Afeq — 41.74% A Ifeq = 7.1% NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 Harvinder Residence 6/20/2012 02012 B.mcd Sheet B13 of 16 4x10 Sawn Beam - B18 ,:= 5-ft ,t,:= 3.5in h:= 9.25in Df = 15 psf Lf = 40 psf TLf = 55psf TLr = 40psf 40,,,,:= 9ft (floor) ,tom = Oft (roof) z:= TLf twf + TLr twr w = 495 pif := Df twf ± Dr• twr wDL = 135 pif 2 ANA&:= w 8 Mmax = 1546.88 ft lb V := w• 2 — h V max = 855.941b Rmax = 1237.51b Allowable Stresses (adjusted) DF #2 2,:= 875-psi ,,:= 95•psi:= 1700000•psi , , = Fb•CD•CM•Ct•CF F'b = 1050psi Z3G,:= Fv•CD•CM•Ct•CH F'v = 95 psi Mme` :— S feq = 17.68M3 < S = 50M3 OK Sreq — 35.42% F'b S Vmi 1.5 �•— Areq = 13.51 in2 < A = 32m2 OK Areq — 41.74% F'v A 4 ""1".— 5 w L keg = 1638 in4 < I = 231 in4 OK Ireq = 7.1% 384•E'•ATT — 5 -1/4 x 11 -7/8 Parallam Beam (PSL) - B21 1,A:= 14.5.ft ,tom,:= 5.25in L:= = 11.875in Df = 15psf Lf = 40psf TLf = 55psf TLr = 40psf ,,:= 17ft (floor) := Oft (roof) TLf twf +TLr•tvr w•L2 Allowable Stresses (adjusted) w = 935 p1f Mmax = 24572.97 ft 1b ,w , := Df'twf + Dr•twr WDL = 255 p1f = w(2 —h/ 2900•psi := 290•psi := 2000000•psi Fb•CD•CM•Ct•CF F'b = 2900psi FvCD•CM•Ct•CH F'v = 290psi Vmax = 5853.491b Rmax'= 6778.751b ,cJlA:= 1 ,:= 1 guy := 1 , A:= 1 , ,:= 1 _ L 'UU' • 240 ,§14(4,:— , Sreq = 101.68 in3 < S = 123 in3 OK Sreq — 82.41% F'b S y,•— Vma•1•5 Areq = 30.2E112 < A = 62in2 OK Areq F'v — 48.56% A 4 1 Ireq w L req = 641.35 in4 < I = 733 in4 OK keg = 87.54 % 384•E'•i I Page B13 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 4x10 Sawn Beam - B22 Df = 15 psf Lf = 40psf TLf = 55psf z:= TLf, twf +TLr•twr w•L2 := 8 w = 715p1f Harvinder Residence ,,,:= 5.5•ft TLr = 40psf 6/20/2012 02012 B.mcd Sheet B14 of 16 ,tw:= 3.5in i,:= 9.25in tom,:= 13ft (floor) tom, : = Oft (roof) wDL = 195 p1f ,,:= Df•twf +Dr•twr Mmax = 2703.59ftlb Vey ,:= w (L 2 — h1 Vmax = 1415.1 lb Rmax = 1966.251b J Allowable Stresses (adiusted) DF #2 875•psi := 95•psi := Fb•CD•CM•Ct•CF := FvCD•CM•Ct•CH Mmax F'b V max• 1.5 F'v 5•w•L4 384•E'•ATL ,:= 1700000•psi F'b = 1050psi F'v = 95 psi Sfeq = 30.9in3 < S = 50in3 Areq = 22.34in2 < A = 32in2 Ireq = 31.49 in4 5 -1/4 x 11 -7/8 Parallam Beam (PSL) - B23 < I= 231in4 24:-. 14.33•ft ,C:= 1 ,C,= 1 ,C:= 1 OK OK OK := 1.2 ,:= 1 _ ' '" 240 Sreq — 61.91% S Areq — 69.02% A Ifeq = 13.64% I Mt,:= 5.25in 2&,:= 14in Df = 15 psf Lf = 40psf TLf = 55psf TLr = 40psf , := 16.63ft (floor) t := 15ft (roof) ,A:= TLf• twf + TLr- twr w•L2 awl& 8 w = 1515plf ,�,:= Df•twf +Dr•twr wDL = 474 p1f Mmax = 38878.96 ft lb V:= w rL —hl 2 max = 9085.381b J Allowable Stresses (adiusted) X,14‘:= 2900•psi TA,:= 290•psi Fb•CD•CM•CYCF FvCD•CM•Ct•CH Mmax Fb ,F := 2000000•psi F'b = 3335 psi F'v = 333 psi Sreq = 139.891113 , := 1.15 a:= 1 ,cu„ := 1 ,Q,:= 1 ,:= 1 _ L 'w'" • 240 S = 172in3 OK .— Vm 1.5 a Areq = 40.86in2 < A = 74in2 OK F'v I — 5 w L4 :— 384•E'•ATL Ifeq = 1002.84 in4 < I = 1201 in4 OK Page B14 Sreq — 81.57% S Areq — 55.6% A Ireq — — 83.54% Rmax = 10852.471b NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 Harvinder Residence Glu -Lam Beam - B30 Imo:= 16.5-ft Df = 15 psf Lf = 40 psf TLf = 55 psf TLr = 40 psf ,tom,:= 6ft (floor) ,:= TLf•twf +TLr'twr := Df'twf + Dr'twr Allowable Stresses (adiusted) := 4.5ft (roof) w = 510plf wDL = 158p1f 6/20/2012 02012 B.mcd Sheet B15 of 16. &:= 3•ft =10100•lb FA:= 2400•psi := 265. psi E' := 1800000•psi•Ct Fb•CD•CM•Ct•CL•CvCfu•Cc F'b = 2400 psi Ex,:= Fv'CD'CM.Ct 20 10 0 -10 0 F'v = 265 psi Shear Diagram I I I 1 1 5 10 15 x(ft) RL = 12.5k RR = 6.04k Vmax = 12.5k 20 40 20 0 gu:= 1 := 1:= 1 CL := 1.0 ,c,x : =1 Cfu: =1 cc := Moment Diagram 0 5 10 x(ft) Mmax = 35.8 k• ft 15 BEAM SELECTION 5 • weq• L4 384•E'•I wDL ADLA:= ATL Cvact = 0.976 tom,:= 5.125•in h := 19.5in (beam thickness) 20 _ L '3'": 240 �TL = 0.31 in USE t = 5.125 in ADL = 0.1 in Cv= 1 Beam Stresses Assumed OK fv =70.6% fb =55.1% h = 19.5 in GLB 1.5•ADL Camber = 0.143 in Sreq = 179.06in3< S = 325in3 OK Afeq = 70.59in2 < A = 100in2 OK Ireq = 1181.78in4< I = 3167in4 OK Page B15 NN Engineering, P.S. 9124 Gravelly Lake SW, Suite 102, Lakewood, WA 98499 GIu -Lam Beam - B31 L := 12.ft Df = 15psf Lf = 40psf TLf = 55psf wl := TLf 17•ft + 20•plf w2 := TLf. 6•ft +20•plf Allowable Stresses (adjusted) Harvinder Residence wi = 955 p1f w2 = 350 p1f b 6/20/2012 02012 B.mcd Sheet B16 of 16 ,I,:= 27201b as := 6.ft 2400•psi ,,:= 265.psi L:= 1800000•psi•Ct F,1,:= Fb•CD•CM•Ct•CL•Cv.Cfu•Cc F'b = 2400 psi F'v = 265 psi ,14A:= Fv CD. Cm. Cr 10 5 0 50 Shear Diagram I I I 5 10 x(ft) RL =6.2k RR =4.4k V max = 6.2 k 15 20 10 0 ,,,:= 1 Cam,:= 1 ,:= 1 ,,:= 1.0 ,:= 1 C.,:= 1 ,c,,,,:= 1 Moment Diagram 0 5 10 x(ft) Mmax = 19.9k•ft BEAM SELECTION mot,:= 5.125•in (beam thickness) 5 • weq• L4 384•E'•I Df —TLf AIL Cvact = 1.058 15 _ L '"' 240 ATL = 0.39 in USE t = 5.125 in ADL = 0.11 in > Cv = 1 Assumed OK Beam Stresses fv= 56.9% fb= 80.9% x h = 12 in GLB adz := 1.5. ADL Camber = 0.159 in Sfeq = 99.53in3 < S = 123in3 OK A feq = 35 in2 < A = 62 in2 OK Ireq = 477.72 in4 Page B16 < I = 738 in4 OK d := 6.ft L■ikv: 110001 Restrained Retaining Wall r Description Design Input General Retained Height Ht Above Top Support Dist. To Top Support Total Wall Height Slope Behind Wall Summary ! 9.33 ft 0.50 ft 9.33 ft 9.83 ft 0.00 : 1 Soil Values Allow Soil Bearing Active Fluid Pressure Design Active Pressure Passive Pressure Soil Density Height of Soil over Toe 2,000.0 psf 35.00 pcf 35.00 pcf 250.00 pcf 110.00 pcf 0.00 in Soil Loading Results... Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Soil Pressure OK 1,646.06 Ibs 5.05 in 1,893.8 psf 0.0 psf 2,000.0 psf Stability Ratios... OTM Ratio 1.809: 1.00 Overturning >= 1.50 Sliding Ratio Slab Resists Sliding : 1.00 Sliding > =1.5 OK Footing & Key Sizes.... Toe Width Heel Width Ftg Thickness 0.75 ft 1.25 ft 12.00 in Footing Results... Factored Press @ Toe Factored Press @ Heel Mu:Design @ Toe Mu:Design @ Heel One -Way Footing Shears: Shear @ Toe Shear @ Heel Allow. Footing Shear Ftg Shear OK Key Dist. Key Width Key Depth 0.00 ft 0.00 in 0.00 in 2,651.4 psf 0.0 psf 579.4 ft-# 271.8 ft-# 0.481 psi 0.000 psi 93.113 psi Concrete Stem Design Thickness Wall Weight 8.00 in 96.7 pcf fc Fy 2,500 psi 60,000 psi Rebar Cover 3.250 in Maximum Moment occurs at 3.94 ft above footing Too .8 *Ht .6 *Ht .4 *Ht Distance above footing 8.50 ft Bar Size 4 ....Spacing 12.00 in ....Location Edge .... Rebar depth 4.50 in .2 *Ht Bottom 7.00 ft 6.00 ft 5.00 ft 4.00 ft 2.00ft 4 4 4 4 4 12.00 in 12.00 in 12.00 in 12.00 in 12.00in Edge Edge Edge Edge Edge 4.50 in 4.50 in 4.50 in 4.50 in 4.50 in Ok Ok Ok Ok Moment....Actual 742.0 ft-# 1,910.2 ft-# 2,519.5 ft-# 2,935.7 ft-# Moment Allowable 3,837.6 ft-# 3,837.6 ft-# 3,837.6 ft-# 3,837.6 ft-# Shear Actual 15.6 psi 12.9 psi 9.8 psi 5.7 psi Shear Allowable 85.0 psi 85.0 psi 85.0 psi 85.0 psi Ok Ok 3,102.8 ft-# 2,400.8 ft-# 3,837.6 ft-# 3,837.6 ft-# 0.2 psi 13.9 psi 85.0 psi 85.0 psi Limn 1118111011 Restrained Retaining Wall Description Footing Footing Dimensions... Toe Width Heel Width ....Total Width Footing Thickness Min As % f'c Fy Bar Cover In Heel In Toe 0.75 ft 1.25ft 2.00ft 12.00 in 0.0014 3,000 psi 60,000 psi 3.25 in 3.25 in Item... Soil Pressure, unfactored ...Allowable ACI Factored Soil. Press Mu' : Upward Loads Mu' : Downward Loads Mu : Used For Design Actual 1 -Way Shear Allow 1 -Way Shear Toe 1,893.8 2,000.0 1,893.8 638.5 59.1 579.4 0.5 93.113 Heel 0.O psf 2,000.0 psf 0.0 psf 8.5 ft-# 280.3 ft-# 271.8 ft-# 0.0 psi 93.11 psi Toe Rebar Selections... #4 @ 16.3in, #5 @ 25.3in, #6 @ 35.9in, #7 @ 48.0in, #8 @ 48.0in, #9 @ 48.0in Heel Rebar Selections...#4 @ 16.3in, #5 @ 25.3in, #6 @ 35.9in, #7 @ 48.0in, #8 @ 48.0in, #9 @ 48.0in Sliding Summary of Sliding Forces... Lateral Pressure @ Base of Footing less Passive Pressure Force less Friction Force Added Resisting Force Required Sliding Factor of Safety Slab Resists Sliding Restraint Req'd @ Top Support 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs Slab Resists : 1.00 508.1 Ibs Key Dimensions... Key Depth Key Width Key Distance from Toe Soil over toe to neglect for passive pressure calcs Footing/Soil Friction Factor 0.00 in 0.00 in 0.00ft 0.00 in 0.350 Resisting Moment Summary 1 Item... Shear @ Top of Footing Moment @ TOF from Stem Fixity Active Press. @ Heel Side Active Press. @ Toe Side Soil Wt. over Heel Surcharge over Heel Footing Weight Stem Weight Applied Axial Load @ Stem Soil Wt. over Toe Surcharge Load @ Toe Totals Force Vertical Lateral Distance Moment - 598.87 Ibs Ibs - 290.00 ibs - 757.19 Ibs Ibs Ibs Ibs 1,646.1 Ibs 1,016.22 Ibs 344.151bs -17.50 Ibs 1.00 ft 1,016.2 ft-# ft-# 0.49 ft 169.2 ft-# 0.33 ft -5.8 ft-# 1.71 ft - 1,023.1 ft-# ft ft-# 1.00 ft -290.0 ft-# 1.08 ft -820.3 ft-# ft ft-# ft ft-# ft ft-# Overturning Stability Ratio : -953.8 ft-# 1.81:1 1 Litre: M ON Cantilevered Retaining Wall Description 3' -6" Wall General 1 Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density _Footing Data Toe Width Heel Width Total Footing Width Footing Thickness 3.50 ft 0.50 ft 0.00:1 24.00 in = 110.00 pcf 0.50 ft 1.67 ft 2.17 ft 12.00 in 1 Footing Key Data 1 Distance from Toe Width Depth 0.50 ft 0.00 in = 0.00 in Soil Data Allow Soil Bearing Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side Active Soil Pressure - Toe Side Passive Pressure Water table height over heel 3,000.0 psf 40.0 psf = 40.0 pcf 270.0 pcf 0.0 ft Sliding Data 1 Friction Factor @ Footing & Soil ...neglect ht. for passive Lateral Sliding Force Tess Passive Pressure Force less Friction Force Added Restraint Force Required 0.300 , 0.00 in 225.0 Ibs = 1,215.0 lbs = 306.5 lbs = 0.0 Ibs Footing Design Results 1 fc Fy Minimum As % Rebar Cover @ Top Rebar Cover @ Bottom ACI Factored'Soil Pressure Mu' : From Upward Loads Mu' : From Downward Loads Mu: Used For Design Actual One -Way Shear Allowable One -Way Shear = 3,000 psi 60,000 psi = 0.0018 2.00 in = 3.00 in Toe 1,273 0 0 38 0.00 93.11 Heel 45 psf 0 ft-# 0 ft-# 38 ft-# 6.59 psi 93.11 psi Minimum Footing Rebar Toe Side Not req'd Mu <S *Fr Key Reinforcement: Options Heel Side.... Not req'd Mu <S *Fr Not Req'd = Mu <S *Fr Design Summary 1 Total Bearing Load ...resultant ecc. = 1,022 Ibs 4.04 in Soil Pressure @ Toe = 910 <_ Soil Pressure @ Heel = 32 <= ACI Factored Press @ Toe ACI Factored Press @ Heel 3,000 psf 3,000 psf 1,273 psf = 45 psf Footing Shear @ Toe = 0.0 <= Footing Shear @ Heel = 6.6 <= WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio 93.1 psi 93.1 psi = 2.79 = 6.76 Summary of Stem Section Designs.... Top: 8 in Conc, #4 @16.00 in @Edge, From 4.0 ft to 3.5 ft 2nd: 8 in Conc, #4 @32.00 in @Edge, From 3.5 ft to 3.5 ft 3rd: 8 in Conc, #4 @32.00 in @Edge, From ' 3.5 ft to 3.0 ft 4th: 8 in Conc, #4 @32.00 in @Edge, From 3.0 ft to 2.0 ft '5th: 8 in Conc, #4 @12.00 in @Edge, From 2.0 ft to 2.0 ft Div meet Cantilevered Retaining Wall Description 3' -6" Wall Stem Design & Construction 1 Too Stem Design location for stem is at Stem OK this height above footing = 3.50 ft Wall Material Above "Ht" = Concrete Thickness = 8.00 in Rebar Size = # 4 Rebar Spacing = 16.00 in Rebar Placed at = Edge Design Data 2nd Stem Stem OK 3.50 ft Concrete 8.00 in. # 4 32.00 in Edge 3rd Stem Stem OK 3.00 ft Concrete 8.00 in # 4 32.00 in Edge 4th Stem Stem OK 2.00 ft Concrete 8.00 in # 4 32.00 in Edge fb /FB + fa /Fa = 0.000 0.000 0.001 0.028 Total Force @ Section = 0.0 lbs 0.0 Ibs 8.5 Ibs 76.5 lbs Moment....Actual = 0.0 ft-# 0.0 ft-# 1.4 ft-# 38.3 ft-# Moment Allowable = 2,746.1 ft-# 1,389.7 ft-# 1,389.7ft -# 1,389.7 ft -# Axial Stress....Actual = Axial Stress Allowable = Shear Actual = 0.00 psi 0.00 psi 0.11 psi 1.02 psi Shear Allowable = 76.03 psi 76.03 psi 76.03 psi 76.03 psi Bar Embed ABOVE Ht. = 12.00 in 12.00 in 12.00 in 12.00 in Bar Embed BELOW Ht. = 12.00 in 12.00 in 12.00 in 12.00 in Wall Weight = 100.0 psf 100.0 psf 100.0 psf 100.0 psf Rebar Depth 'd' = 6.25 in 6.25 in 6.25 in 6.25 in Masonry Data fm Fs Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Concrete Data 5th Stem Stem OK 2.00 ft Concrete 8.00 in # 4 12.00 in Edge 0.011 76.5 Ibs 38.3 ft-# 3,632.0 ft -# 1.02 psi 76.03 psi 12.00 in 6.00 in 100.0 psf 6.25 in fc = 2,000 psi 2,000 psi 2,000 psi 2,000 psi Fy = 40,000 psi 40,000 psi 40,000 psi 40,000 psi 2,000 psi 40,000 psi uv: nasal Cantilevered Retaining Wall Description 3' -6" Wall Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil TOTALS OVERTURNING Force Distance , Moment Ibs ft ft-# 405.0 1.50 607.5 -180.0 1.00 -180.0 225.01bs O.T.M. = RESISTING Force Distance Moment Ibs ft ft-# 386.3 1.67 644.4 0.00 110.0 0.25 200.0 0.83 325.5 1.09 0.50 27.5 166.7 353.2 427.5 1,021.8 R.M. = 1,191.8 Resisting /Overturning Ratio = 2.79 Total used for Soil Pressure = 1,021.8 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning M 1 O.v: 470001 Cantilevered Retaining Wall Description 4' -6" Wall General Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density _Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Footing Key Data Distance from Toe Width Depth Footing Design Results fc Fy Minimum As % Rebar Cover @ Top Rebar Cover @ Bottom ACI Factored Soil Pressure Mu' : From Upward Loads Mu' : From Downward Loads Mu: Used For Design Actual One -Way Shear Allowable One -Way Shear _Design Summary Total Bearing Load ...resultant ecc. = 4.50 ft = 0.50 ft 0.00: 1 24.00 in = 110.00 pcf = 0.58 ft 2.25 ft = 2.83ft = 12.00 in 0.58 ft = 0.00 in 0.00 in 3,000 psi 60,000 psi = 0.0018 2.00 in = 3.00 in Toe 1,580 248 87 161 0.00 93.11 = 1,636 Ibs 5.39 in 3,000 psf 3,000 psf 1,580 psf 39 psf 93.1 psi 93.1 psi 2.70 = 4.01 Soil Pressure @ Toe = 1,128 <= Soil Pressure @ Heel = 28 <= ACI Factored Press @ Toe ACI Factored Press @ Heel Footing Shear @ Toe = 0.0 <= Footing Shear @ Heel = 12.5 <= WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio r Soil Data Allow Soil Bearing Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side Active Soil Pressure - Toe Side Passive Pressure Water table height over heel 3,000.0 psf 40.0 psf 40.0 pcf 270.0 pcf 0.O ft Sliding Data Friction Factor @ Footing & Soil ...neglect ht. for passive Lateral Sliding Force less Passive Pressure Force Tess Friction Force Added Restraint Force Required = 0.300 0.00 in 425.0 Ibs = - 1,215.0 Ibs. = - 490.8 Ibs 0.0 Ibs Heel 39 psf 0 ft-# 0 ft-# 177 ft-# 12.54 psi 93.11 psi Minimum Footing Rebar Options Toe Side Not req'd Mu <S *Fr Key Reinforcement: Heel Side.... Not req'd Mu <S *Fr Not Req'd = Mu <S *Fr 1 Summary of Stem Section Designs.... Top: 8 in Conc, #4 @32.00 in @Edge, From 5.0 ft to 4.5 ft 2nd: 8 in Conc, #4 @32.00 in @Edge, From 4.5 ft to 4.0 ft 3rd: 8 in Conc, #4 @32.00 in @Edge, From 4.0 ft to 3.0 ft 4th: 8 in Conc, #4 @32.00 in @Edge, From 3.0 ft to 2.0 ft 5th: 8 in Conc, #4 @12.00 in @Edge, From 2.0 ft to 2.0 ft [112:rv: P6001 Cantilevered Retaining Wall Description 4' -6" Wall Stem Design & Construction Design location for stem is at this height above footing = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb /FB + fa /Fa = Total Force @ Section = Moment....Actual = Moment Allowable = Axial Stress....Actual = Axial Stress Allowable = Shear Actual = Shear Allowable = Bar Embed ABOVE Ht. _ Bar Embed BELOW Ht. _ Wall Weight = Rebar Depth 'd' _ Masonry Data fm = Fs = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Concrete Data fc = Fy = Too Stem Stem OK 4.50 ft Concrete 8.00 in # 4 32.00 in Edge 2nd Stem Stem OK 4.00 ft Concrete 8.00 in # 4 32.00 in Edge 3rd Stem Stem OK 3.00 ft Concrete 8.00 in # 4 32.00 in Edge 4th Stem Stem OK 2.00 ft Concrete 8.00 in # 4 32.00 in Edge 0.000 0.0 Ibs 0.0 ft-# 1,389.7 ft-# 0.00 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 0.001 8.5 Ibs 1.4 ft -# 1,389.7 ft -# 0.11 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 0.028 76.5 Ibs 38.3 ft-# 1,389.7 ft-# 1.02 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 0.127 212.5 Ibs 177.1 ft -# 1,389.7 ft-# 2.83 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 5th Stem Stem OK 2.00 ft Concrete 8.00 in "# 4 12.00 in Edge 0.049 212.5 Ibs 177.1 ft-# 3,632.0 ft-# 2.83 psi 76.03 psi 12.00 in 6.00 in 100.0 psf 6.25 in 2,000 psi 40,000 psi 2,000 psi 40,000 psi 2,000 psi 40,000 psi 2,000 psi 40,000 psi 2,000 psi 40,000 psi 1 Ow: 1101411 Cantilevered Retaining Wall Description 4' -6" Wall Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil OVERTURNING Force Distance Moment Ibs ft ft-# RESISTING Force Distance Moment Ibs ft ft-# 605.0 1.83 1,109.2 0.00 _ -180.0 1.00 -180.0 127.6 0.29 = 300.0 0.91 424.5 1.42 0.58 783.8 2.04 1,597.5 37.0 274.0 600.7 TOTALS = 425.0 Ibs O.T.M. = 929.2 1,635.8. R.M. = 2,509.2 Resisting /Overturning Ratio = 2.70 Total used for Soil Pressure 1,635.8 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning Cantilevered Retaining Wall Description 5' -6" Wall General 1 Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density Footing Data Toe Width Heel Width Total Footing Width Footing Thickness = 5.50 ft = 0.50 ft = 0.00: 1 24.00 in 110.00 pcf = 0.75 ft 2.67ft . = 3.42 ft = 12.00 in 1 Footing Key Data 1 Distance from Toe Width Depth Footing Design Results fc Fy Minimum As % Rebar Cover @ Top Rebar Cover @ Bottom ACI Factored Soil Pressure Mu' : From Upward Loads Mu' : From Downward Loads Mu: Used For Design Actual One -Way Shear Allowable One -Way Shear Design Summary Total Bearing Load ...resultant ecc. 0.75 ft 0.00 in = 0.00 in 3,000 psi 60,000 psi 0.0018 2.00 in 3.00 in Toe = 1,845 = 482 146 336 0.54 93.11 2,290 Ibs 6.62 in 3,000 psf 3,000 psf 1,845 psf = 30 psf 93.1 psi 93.1 psi 2.61 2.86 Soil Pressure @ Toe = 1,318 <= Soil Pressure @ Heel = 22 <= ACI Factored Press @ Toe ACI Factored Press @ Heel Footing Shear @ Toe = 0.5 <= Footing Shear @ Heel = 18.6 <_ WALL STABILITY RATIOS Overtuming Stability Ratio Sliding Ratio Ratio Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side Active Soil Pressure - Toe Side Passive Pressure Water table height over heel 3,000.0 psf 40.0 psf 40.0 pcf 270.0 pcf = 0.0 ft Sliding Data 1 Friction Factor @ Footing & Soil ...neglect ht. for passive Lateral Sliding Force less Passive Pressure Force less Friction Force Added Restraint Force Required = 0.300 0.00 in 665.0 Ibs 1,215.0 Ibs 687.0 Ibs 0.0 Ibs Heel 30 psf 0 ft-# 0 ft-# 486 ft-# 18.57 psi 93.11 psi Minimum Footing Rebar Toe Side Not req'd Mu <S "Fr Key Reinforcement: Options Heel Side.... Not req'd Mu <S "Fr Not Req'd = Mu <S *Fr Summary of Stem Section Designs.... Top: 8 in Conc, #4 @32.00 in @Edge, From 6.0 ft to 5.5 ft 2nd: 8 in Conc, #4 @32.00 in @Edge, From 5.5 ft to 4.0 ft 3rd: 8 in Conc, #4 @32.00 in @Edge, From 4.0 ft to 3.0 ft 4th: 8 in Conc, #4 @32.00 in @Edge, From 3.0 ft to 2.0 ft 5th: 8 in Conc, #4 @32.00 in @Edge, From 2.0 ft to 2.0 ft 1 1 Rev: 01,001 Cantilevered Retaining Wall 1 Description 5' -6" Wall Stem Design & Construction Design location for stem is at this height above footing = Wall Material Above "Ht" _ Thickness Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb /FB + fa /Fa = Total Force @ Section = Moment....Actual = Moment Allowable = Axial Stress....Actual = Axial Stress Allowable = Shear Actual = Shear Allowable = Bar Embed ABOVE Ht. Bar Embed BELOW Ht. _ Wall Weight Rebar Depth 'd' _ Masonry Data fm = Fs = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Concrete Data fc = Fy = Ton Stem . Stem OK 5.50 ft Concrete 8.00 in # 4 32.00 in Edge 2nd Stem Stem OK 4.00 ft Concrete 8.00 in # 4 32.00 in Edge 3rd Stem Stem OK 3.00 ft Concrete 8.00 in # 4 32.00 in Edge 4th Stem Stem OK 2.00 ft Concrete 8.00 in # 4 32.00 in Edge 0.000 0.0 Ibs 0.0 ft-# 1,389.7 ft-# 0.00 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 0.028 76.5 Ibs 38.3 ft-# 1,389.7 ft-# 1.02 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 0.127 212.5 lbs 177.1 ft-# 1,389.7 ft-# 2.83 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 0.350 416.5 lbs 485.9 ft-# 1,389.7 ft-# 5.55 psi 76.03 psi 12.00 in 12.00 in 100.0 psf 6.25 in 5th Stem Stem OK 2.00 ft Concrete 8.00 in # 4 32.00 in Edge 0.350 416.5 lbs 485.9 ft-# 1,389.7 ft-# 5.55 psi 76.03 psi 12.00 in 6.00 in 100.0 psf 6.25 in 2,000 psi 40,000 psi 2,000 psi 40,000 psi 2,000 psi 40,000 psi 2,000 psi 40,000 psi 2,000 psi 40,000 psi Bev: ittle01 Cantilevered Retaining Wall Description 5' -6" Wall Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @ Stem Above Soil OVERTURNING Force Distance Moment lbs ft ft -# 845.0 2.17 1,830.8. -180.0 1.00 -180.0 RESISTING Force Distance Moment lbs ft ft-# 1,212.0 2.42 2,931.1 0.00 165.0 0.38 61.9 400.0 1.08 433.3 513.0 1.71 877.2 0.75 TOTALS = 665.0 lbs O.T.M. = 1,650.8 2,290.0 R.M. = Resisting /Overturning Ratio = Total used for Soil Pressure = 2,290.0 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning 4,303.5 2.61 1 1 1 m.v: peem Cantilevered Retaining Wall Description 7-6" Wall General Retained Height Wall height above retained soil Slope Behind Wall Height of Soil over Toe Soil Density • 7.50 ft • 0.50 ft = 0.00: 1 = 24.00 in 110.00 pcf _Footing Data 1 Toe Width Heel Width Total Footing Width Footing Thickness 0.75 ft 3.83 ft 4.58 ft • 12.00 in Footing Key Data 1 Distance from Toe Width Depth = 0.75 ft • 0.00 in 0.00 in Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Method Active Soil Pressure - Heel Side Active Soil Pressure - Toe Side Passive Pressure Water table height over heel 3,000.0 psf 40.0 psf 40.0 pcf 270.0 pcf 0.O ft Sliding Data Friction Factor @ Footing & Soil ...neglect ht. for passive Lateral Sliding Force less Passive Pressure Force less Friction Force Added Restraint Force Required 0.300 0.00 in = 1,265.0 lbs = 1,215.0 lbs 1,218.5 lbs 0.0 Ibs Footing Design Results fc Fy Minimum As % Rebar Cover @ Top Rebar Cover @ Bottom ACI Factored Soil Pressure Mu' : From Upward Loads Mu' : From Downward Loads Mu: Used For Design Actual One -Way Shear Allowable One -Way Shear 3,000 psi 60,000 psi • 0.0018 • 2.00 in = 3.00 in Toe 2,485 661 146 515 0.80 93.11 Heel 0 .psf 0 ft-# 0 ft-# 1,886 ft-# 37.88 psi 93.11 psi Minimum Footing Rebar Options Heel Side.... Not req'd Mu <S *Fr Toe Side Not req'd Mu <S *Fr Key Reinforcement: Not Req'd = Mu <S *Fr _Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = ACI Factored Press @ Toe ACI Factored Press @ Heel 4,062 lbs 9.18 in 1,775 <= 3,000 psf 0 <= 3,000 psf 2,485 psf 0 psf Footing Shear @ Toe = 0.8 <= Footing Shear @ Heel = 37.9 <= WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio 93.1 psi 93.1 psi 2.58 = 1.92 Summary of Stem Section Designs:... Top: 8 in Conc, #4 @32.00 in @Edge, From 8.0 ft to 7.5 ft 2nd: 8 in Conc, #4 @32.00 in @Edge, From 7.5 ft to 7.0 ft 3rd: 8 in Conc, #4 @32.00 in @Edge, From 7.0 ft to 5.5 ft 4th: 8 in Conc, #4 @32.00 in @Edge, From 5.5 ft to 4.5 ft 5th: 8 in Conc, #4 @32.00 in @Edge, From 4.5 ft to 2.0 ft 1 1 L17:1110001 Cantilevered Retaining Wall Description 7' -6" Wall Stem Design & Construction Too Stem Design location for stem is at Stem OK this height above footing = 7.50 ft Wall Material Above "Ht" = Concrete Thickness = 8.00 in Rebar Size = # 4 Rebar Spacing = 32.00 in Rebar Placed at = Edge Design Data 2nd Stem Stem OK 7.00 ft Concrete 8.00 in # 4 32.00 in Edge 3rd Stem Stem OK 5.50 ft Concrete 8.00 in # 4 32.00 in Edge 4th Stem Stem OK 4.50 ft Concrete 8.00 in # 4 32.00 in Edge 5th Stem As < Min % 2.00 ft Concrete 8.00 in # 4 32.00 in Edge fb /FB + fa /Fa = 0.000 0.001 0.065 0.220 1.000 Total Force @ Section = 0.0 Ibs 8.5 Ibs 136.0 Ibs 306.0 Ibs 1,028.5 Ibs Moment....Actual = 0.0 ft-# 1.4 ft-# 90.7 ft-# 306.0 ft-# 1,885.6 ft -# Moment Allowable = 1,389.7 ft-# 1,389.7 ft-# 1,389.7 ft-# 1,389.7 ft-# 1,389.7 ft-# Axial Stress....Actual = Axial Stress Allowable = Shear Actual = 0.00 psi 0.11 psi 1.81 psi 4.08 psi 13.71 psi Shear Allowable = 76.03 psi 76.03 psi 76.03 psi 76.03 psi 76.03 psi Bar Embed ABOVE Ht. = 12.00 in 12.00 in 12.00 in 12.00 in 14.63 in Bar Embed BELOW Ht. = 12.00 in 12.00 in 12.00 in 12.00 in 6.97 in Wall Weight = 100.0 psf 100.0 psf 100.0 psf 100.0 psf 100.0 psf Rebar Depth 'd' = 6.25 in 6.25 in 6.25 in 6.25 in 6.25 in Masonry Data fm = Fs = Solid Grouting . Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Concrete Data fc Fy = 2,000 psi 2,000 psi 2,000 psi 2,000 psi 2,000 psi = 40,000 psi 40,000 psi 40,000 psi 40,000 psi 40,000 psi 1 Lk s% OMNI Cantilevered Retaining WaII Description 7' -6" Wall Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load, Load @ Stem Above Soil OVERTURNING Force Distance Moment Ibs ft ft-# 1,445.0 2.83 4,094.2 _ -180.0 1.00 -180.0 RESISTING Force Distance Moment Ibs ft ft -# 1 2,609.8 3.00 7,824.9 0.00 165.0 0.38 61.9 600.0 1.08 650.0 687.0 2.29 1,573.2 0.75 TOTALS = 1,265.0 Ibs O.T.M. = 3,914.2 4,061.7 R.M. = 10,110.0 Resisting /Overturning Ratio = 2.58 Total used for Soil Pressure = 4,061.7 (+ Axial Live Load, - Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D12 -223 Grantor: Harpal Singh Bual, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 65th Ave. South and adjacent to 15415 65`x' Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, utilities, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. • IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 76 day of i"kxienn6- r , 2012. 5 -,J Property ert Owner / Grantor STATE OF WASHINGTON) )ss. County of King ) !- ktr?eul 5;r. I certify that I know or have satisfactory evidence that Bual 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. Name:: _ ,t L(..(' awix( 7 f tiiL ,fWerk NOTARY PUBLIC, in and for the State of Washington, residing at 'mac t4..J i l �c My commission expires: ag 7 DATED this GRANTEE: CITY of WILA B y: Print Name: Its: 1 day of )Uovim her , 2012 Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: : (-0A---( 19- (,Je(I NOTARY PUBLIC, in and for the State of Washington, residing at `Kft) 1Ci My commission expires: 05-X3- /V CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -367o FAX (206) 431 -3665 E -mail: tukplanPci.tukwila.wa.us Permit Center /Building Division 206 431 -367o Public Works Department 206 433 -0179 Planning Division 206 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: 1)\)___ £3 STATE OF WASHINGTON) COUNTY OF KING ) ss. //P!/i Pi% Z 5 / V 6'1 A4 states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.09• of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 1( , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. S- uj Owner /Owne s Agent* Signed and sworn to before me this 7 ay of �(oVel r , auk(--( 0 ARY PUBLIC in and for the State of Washington Residing at J'7 , Name as commissioned: kI %I L . 'r r l) My commission expires: Os —99— / 18.27.090 Exemptions. The registration provisions of this 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed chapter do not apply to: - by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold by the mobile /manufactured home dealer or manufacturer; 18. An entity who hd1ds` a valid e ectr cal'contractor's license under chap'relr 9?8 RCW that ermploys a certified journeyman electriciah a certified regidential specialty electrician, or an:eledtiical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentplly, directly,'and ililm 1iately appropriate to the ?like;in -kind replacement>of a household appliance or other g tna'hjtiousehod''u ltiliza`tion equipment that requires limited elecfricrpowet,and limited waste and /or water connections: Ari"electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. Jerry Hight From: Sent: To: Cc: Subject: Importance: Jerry, • • Brenda Holt Wednesday, October 08, 2014 12:26 PM Jerry Hight Jennifer Marshall; Bill Rambo Permit D12 -223 High This permit is due to expire today (October 8, 2014). This is the home being built behind our office next to the parking lot. Public works did inspections in early April this year but failed to enter them TRAKiT, so the expiration date never moved out 180 days. This gave the permit expiration date of June 10, 2014. Per our standard procedure a letter was mailed to the contact person for the permit on May 2, 2014 indicating that the permit was going to expire on June 10, 2014. No response was received requesting an extension nor any inspections scheduled. The issue was brought up yesterday by a citizen that the contractor was digging a trench and was asking about permits. It became a code enforcement case (CE14- 0422). The trench work is for Seattle City Light under their permit, so we have no jurisdiction over that scope of work. How do you want to handle the expiration date for the city's building permit? Please advise. Brenda Brenda Holt Permit Coordinator I City of Tukwila 6300 Southcenter Bl, Suite 100 I Tukwila, WA 98188 T: 206.431.3672 I F: 206.431.3665 Brenda.Holt @TukwilaWA.gov 1 http: / /www.TukwilaWA. The city of opportunity, the community of choice. goy 1 5/1/2014 • City of Tukwila Department of Community Development PAVEL MELNIK 879 RAINIER AV N, SUITE A200 RENTON, WA 98052 RE: Permit No. D12-223 KAUR GARCHA RESIDENCE 15415 65 AV S Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/10/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 438 -9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 6/10/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, J di Jennifer Marshall Permit Technician File-No: D12 -223 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 11 -01 -2012 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director PAVEL MELNIK 879 RAINIER AV N, SUITE A200 RENTON WA 98052 RE: Permit Application No. D12 -223 KAUR GARCHA RESIDENCE 15415 65 AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 06/27/2012, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 12/24/2012. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D12 -223 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 1 City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 19, 2012 Pavel Melnik 879 Rainier Av N, Suite A200 Renton, WA 98052 RE: Correction Letter #3 Development Permit Application Number D12 -223 Kaur Gacha Residence —15415 65 Av S Dear Mr. Melnik, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. The Building, Fire and Planning Departments have no comments at this time. If you have questions regarding the attached comments, please contact the appropriate individual provided below. Public Works Department: David McPherson at 206 431 -2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Q,;t-Q1 Bill Rambo Permit Technician encl File No. D12 -223 W:\Permit Center \Correction Letters\2012\D12 -223 Correction Letter #3.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.tukwilawa.gov Development Guidelines and Design and Construction Standards DATE: October 19, 2012 PROJECT: Kaur Garcha (SFR) at 15415 65th Ave. South TL no. 359700 -0321 3rd Review Comments PERMIT NO: D12-223 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. David.McPherson@TukwilaWA.gov The following comments are based upon construction of a single family home only and not providing for future development on this parcel. 1. Consider connecting to the existing 6 -inch sanitary side sewer as shown on sample plan sheet — enclosed. 2. Label size of proposed water line within the new fire and access drive. Water meter and service line shall be a minimum of one (1) inch to supply the house's fire sprinkler system. Current plan sheet shows water line extending West, beyond the house service line. 3. Per City Standard Detail WS -01 (enclosed) — "No meter box in sidewalks and driveways where possible ". 4. Show and label new water meter to be located at the West side of 65`h Ave. South. Existing 8" water main is located along the East side of 65th Ave. South. (See red -lined plan sheet - enclosed). 5. Show and label sawcut limits within 65th Ave. South. A pavement mitigation fee will apply to this Building permit. (Public Works Bulletin A3 — Pavement Mitigation and Transportation Impact Fees — previously enclosed.) 6. Install a catch basin at the 65`h Ave. South / fire and access driveway intersection. 7. Verify with Fire Department if a new fire hydrant is required to be installed. If required, show and label on a plan sheet. Fire Department Condition for this permit — "For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052)(A NEW FIRE HYDRANT IS REQUIRED TO BE INSTALLED FOR THIS PROJECT)" 9 • David McPherson From: Richard Takechi Sent: Thursday, October 18, 2012 10:36 AM To: David McPherson Subject: RE: Proposed Kaur Garcha (SFR) — at 15415 65th Ave. South - D12 -223. Hello Dave. Let's use 11240123 From: David McPherson Sent: Thursday, October 18, 2012 10:03 AM To: Richard Takechi Subject: Proposed Kaur Garcha (SFR) — at 15415 65th Ave. South - D12 -223. Richard, Ref. proposed Kaur Garcha (SFR) — at 15415 65th Ave. South - D12 -223. This new single family residence is on TL# 359700 -0321. I need a W.O.# for a 1" domestic water meter. The new house is required to have a fire sprinkler system by the Fire Department. There was a house on this lot that was demolished under Building Permit no. D07 -201, which was served by a 3/4" water meter. Let me know if you need additional information. Thank you. Dave David McPherson Development Engineer City of Tukwila 6300 Southcenter Blvd #100 Tukwila, WA 98188 ph: (206) 431 -2448 1 fx: (206) 431 -3665 David.McPherson @TukwilaWA.gov 1 www.tukwilawa.aov * *NEW EMAIL ADDRESS AND WEB ADDRESS! ** 1 • David McPherson From: benanstey @juno.com Sent: Wednesday, September 19, 2012 9:54 AM To: David McPherson Cc: pavel @urbandesigns.us Subject: Garcha Residence Tukwila Attachments: TukwilaCivilSite- Model.pdf Hello Mr McPherson, Upon review of the Garcha Residence, Development Permit Application Number D12 -223, located at 15415 - 65th Avenue South I have determined that infiltration is not a practical means of storm drainage control as the soils are till. In order to comply with the 2009 KC Storm Drainage Manual I am proposing to revise the site design to reduce the impervious area to under 10,000sf and use basic dispersion to control the storm water. The driveway appears to be over - designed for a single family residence. Does Tukwila use the King County Road Standards? Does the Fire Department control the type of driveway? If so, who is the Contact at the Fire Department? King county allows a 10 foot wide driveway? Please let me know if a 10 foot driveway is allowed for a single family home, and if the hamerhead turnaround is required. Yours truly, Ben Anstey, PE Civil Engineer 206 - 303 -7639 1 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 12, 2012 Pavel Melnik 879 Rainier Av N, Suite A200 Renton, WA 98052 RE: Correction Letter #2 Development Permit Application Number D12 -223 Kaur Gacha Residence —15415 65 Av S Dear Mr. Melnik, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Departments. The Fire and Planning Departments have no comments at this time. If you have questions regarding the attached comments, please contact the appropriate individual provided below. Building Department: Public Works Department: Allen Johannessen at 206 433 -7163 David McPherson at 206 431 -2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D12 -223 W:\Permit Center \Correction Letters\2012\D12 -223 Correction Letter #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: September 5, 2012 Project Name: Kaur Garcha Residence Permit #: D12 -223 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The site plan has changed showing 3 separate lots. Setback base lines shown are no longer valid and need to be changed to be consistent with the new property lines. Provide dimensions for house setback on all four sides with setback base lines for all three lots per TMC. 2. Revise Building Coverage and lot calculations for this lot on the cover sheet. 3. Show the dimension for roof over hangs. Total overhang shall not exceed 24 inches including the gutter. 4. Floor Plan notes on A2, revise note #6 to meet Washington State Amendments, to where Carbon Monoxide alarms are simply required in all residential buildings. Remove the statement "if an attached garage and /or fuel fired equipment is present ". Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: September 6, 2012 PROJECT: Kaur Garcha (SFR) 15415 65th Ave. South TL no. 359700 -0321 2 °d Review Comments PERMIT NO: D12-223 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. David.McPherson @TukwilaWA.gov 1. The proposed location of the house requires a fire department turn around. This drive area is similar in size to the previous six (6) lot short plat drive area. Therefore the fire and access drive and storm drainage system, are required to be designed by a Washington State Licensed Civil Engineer. 2. New fire and access drive is shown as asphalt (impervious). The 2009 King County Surface Water Design Manual requires detention and water quality to be provided. Other surfaces (grasscrete, pervious concrete, pervious asphalt, etc.) would be considered by Public Works, if pre- approved by the Fire Department. (See site improvement plan sheet for the previously proposed 6 Lot Short Plat - enclosed). A storm drainage report was also provided for the previously proposed 6 lot short plat. 3. Note — two (2) houses may connect to one (1) sanitary side sewer if pre- approved by the Senior Water & Sanitary Sewer Engineer. 4. Label size of proposed water line within the new fire and access drive. Verify if this will be one (1) water line (or) three (3) separate water lines. Water meter(s) shall be a minimum of one (1) inch to supply the house(s) fire sprinkler system(s). 5. Show and label new water meters to be located at the West side of 65th Ave. South. Existing 8" water main is located along the East side of 65th Ave. South. (See site improvement plan sheet for the previously proposed 6 Lot Short Plat enclosed). 6. Show and label sawcut limits within 65th Ave. South. A pavement mitigation fee will apply to this Building permit. (Public Works Bulletin A3 — Pavement Mitigation and Transportation Impact Fees — enclosed.) Pavement within 65th Ave. South shall be restored per Development Bulletin A6 — Pavement Restoration — See enclosed. 7. Work within the 65th Ave. South Public right -of -way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 8. Provide a Typical Fire and Access Drive Section on plan sheet. (See sample — enclosed). 9. Complete and provide Public Works fee estimate sheet for this Building permit. (Public Works Bulletin A2 — Permit Fee Estimate Sheet — previously enclosed.) 10. Existing house was demolished under Building permit no. D07 -201. Therefore, there is no Traffic Concurrency Certificate Application and Test Fee due for this Building permit. 11. Existing house was demolished under Building permit no. D07 -201. Therefore, there is no Transportation Impact Fee due for this Building permit. 12. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement as part of this Building Permit. Agreement will be recorded. at King County, after Mayor signs the document. Public Works will prepare document for signature. URBAN August 28, 2012 - Dave Larson, Senior Plans Examiner City of Tukwila Building Division 6300 Southcenter Boulevard Suite #100 Tukwila, WA 98188 DESIGN RE: Correction Letter #1 Development Permit Application Number d12 -223 Kaur Garcha Residence — 15415 — 65`" Ave. South Submittal Package Includes: Resubmittal form 4 Copies of revised sheets Dear Dave Larson, GROUP The following list of revisions is a response to correction letter dated July 5, 2012. 1. Site Plan has been revised, the approximate location for the gravel pit for footing drain is at elevation of 89 ft. 2. Building Cross - section has been revised to show 1 sq. ft. cross - sectional area of washed gravel covered with soil filter fabric. 3. Smoke detector is now indicated outside of the guest bedroom on the main floor. 4. Carbon monoxide detectors are indicated on sheet -A3 & A4. 5. Per engineer of record, Norm Navarro. Sin ely CORRECTION Pavel Melnik Principal RECEIVED CITY OF TUKWILA AUG 3 0 2012 PERMIT CENTER 879 RAINIER AVE N., SUITE A200 RENTON, WASHINGTON 98057 PHONE: 206.838.8250 July 18, 2012 • Gity of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Pavel Melnik 879 Rainier Av N, Suite A200 Renton, WA 98052 RE: Correction Letter #1 Development Permit Application Number D12 -223 Kaur Gacha Residence —15415 65 Av S Dear Mr. Melnik, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Fire, Planning, and Public Works Departments. If you have questions regarding the attached comments, please contact the appropriate individual provided below. Building Department: Fire Department: Planning Department: Public Works Department: Dave Larson at 206 431 -3678 Alan Metzler at 206 971 -8718 Jaimie Reavis at 206 431 -3659 David McPherson at 206 431 -2448 Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D12 -223 W: \Pennit Center \Correction Letters\2012 \D12 -223 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Building Division Review Memo lt� Tukwila Building Division Dave Larson, Senior Plan Examiner Date: July 5, 2012 Project Name: Kaur Garcha Residence Permit # D12 -223 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. The footing drain for the basement may be lower than the bottom of the gravel pit shown on the site plan. You have two options. The first is to locate the drainage pit in a lower location so that the surface grade of the pit is lower than the footing drain so that water will sheet flow out the top of the pit if the pit cannot disperse the footing drain flow. The second option is to have the footing drain system designed by a geotechnical engineer based on site soils conditions. Please provide a revision to show positive footing drain flow. 2. The footing drains will need a 1 sq. ft. cross - sectional area of washed gravel covered with soil filter fabric. Filter socks over the drainpipe only are not allowed. Please make this clear on the footing drain details shown in the foundation cross - sections. 3. A smoke detector is required just outside the guest bedroom on the main floor. 4. Show carbon monoxide detectors in the required locations of the floor plans. 5. More detail is needed for the structural connection of the patio roof to the rear wall of the house. The engineer should include specific details for the connection of the glulam beams to the house with connectors and /or straps if necessary. How will the roof framing members parallel to the rear wall be attached to this wall. This patio roof has no lateral bracing so lateral must be transferred through the house structure. Please provide additional details and calculations as necessary to verify adequate lateral bracing. Should there be questions concerning the above information please contact the Building Division at 206- 431 -3670. • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: July 18, 2012 PROJECT: Kaur Garcha (SFR) 15415 65'h Ave. South TL no. 359700 -0321 Is' Review Comments PERMIT NO: D12-223 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. David.McPherson @TukwilaWA.gov 1. Complete and provide Public Works fee estimate sheet for this Building permit. (See Public Works Bulletin A2 — Permit Fee Estimate Sheet — enclosed.) 2. Provide a completed Traffic Concurrency Certificate Application for this Building permit. Test Fee based on one single family residence is $300.00. (see enclosed application) 3. A Transportation Impact Fee applies to this permit (see PW Bulletin A3 - enclosed). Transportation Impact Fee based on one single family residence in Zone 2 is $1,297.22; due at issuance of this Building Permit. 4. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement as part of this Building Permit. Agreement will be recorded at King County, after Mayor signs the document. Public Works will prepare document for signature. 5. Show & label on plan sheet any proposed water, sanitary sewer, power and other utilities (gas, cable, telephone, etc.) as applicable. All utilities including power are required to be underground, per City of Tukwila ordinance. 6. Work within the 65'h Ave. South Public right -of -way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: July 3, 2012 Project Name: Kaur Garcha Residence Address: 15415 65th Ave S Permit #: D12-223 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. The driveway to the house exceeds 150 ft. in length. Therefore, it is considered a fire access road and must be a minimum of 20 ft. wide along the entire route and be provided with an approved turnaround. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971 -8718. No further comments at this time. PLANNING DIVISION COMMENTS DATE: July 6, 2012 APPLICANT: Pavel Melnik RE: D12-223 ADDRESS: 15415 65th Ave S (parcel #359700 -0321) Please review the following comments listed below and submit your revisions accordingly. 1) Per 18.50.050 Single- Family Dwelling Design Standards, new single - family dwellings must have the front door facing the front yard. Please change the plans to meet this requirement. Exceptions to this requirement may be found in TMC section 18.50.055. 2) The proposed driveway area is 5,494 square feet. Driveway areas are considered approved durable uniform surfaces according to TMC 8.25.010. Per TMC 8.25.020 (D), approved durable uniform surfaces outside of structures on -site may cover a maximum of 1,200 square feet or 10% of the lot surface, whichever is greater. For this lot, the maximum area of approved durable uniform surfaces is 10% of the lot area, which is 4,806 square feet. The Director of Community Development may approve exceptions to this requirement for an access driveway, particularly on lots where there is a need for a long driveway. Please revise the driveway design to meet the maximum allowable size of 4,806 square feet, or submit a request for an exception to the Community Development Director. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206 - 431 -3659. *EMT COtN3D COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -223 DATE: 10/25/12 PROJECT NAME: KAUR GACHA RESIDENCE SITE ADDRESS: 15415 65 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 3 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ AC 16N -(A u lic Wo s Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10/30/12 Complete 14 Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only' INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESITHURS ROUTING: Please Route tg Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/27/12 Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PE T CO COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -223 DATE: 09 -25 -12 PROJECT NAME: KAUR GARCHA RESIDENCE SITE ADDRESS: 15415 65 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DEPARTMENTS: VG 0 1411" ing \IVlslo Piablic res Fire Prevention Structural El Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 17] Incomplete DUE DATE: 09-27 -12 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route 1* Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: C DUE DATE: 10-25-12 Not Approved (attach comments) NI Permit °Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: 10-1 -1�- Bldg ❑ Fire ❑ Ping ❑ PW J - Staff Initials: V U L Documents /routing slip.doc 2 -28 -02 ?ERNI CO D COPY. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -223 DATE: 08 -30 -12 PROJECT NAME: KAUR GARCHA RESIDENCE SITE ADDRESS: 15415 65 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 1 Revision # After Permit Issued DEPAR M NT : l � / o .os. I�-- AFL q—(v —►� B sing Division ire Prevention 11 Planning Division c.���,6\ 1' off' 12 blic Works Structural n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 09-04 -12 Not Applicable ❑ Comments: Permit Center Use Only, INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete. Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ DUE DATE: 10 -02 -12 IkrNot Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials: Documents /routing slip.doc 2 -28 -02 • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -223 DATE: 06 -27 -12 PROJECT NAME: KAUR GARCHA RESIDENCE SITE ADDRESS: 15415 65 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTM TS: 01 ulldin ivisi n Public Works c6e4 Fire Prevention Structural n d101 0 lai ('L Planning Division Permit Coordinator LL DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 06-28 -12 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Approved with Conditions In DUE DATE: 07 -26-12 Not Approved (attach comments) j[ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only - CORRECTION LETTER MAILED: _L v -iL Departments issued corrections: Bldg Fire Ping f . PW _ Staff Initials: 144. Documents /routing slip.doc 2.28 -02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: 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: Plan Check/Permit Number: D 12-223 ❑ Response to Incomplete Letter # • Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Kaur Gacha Residence Project Address: 15415 65 Av S Contact Person: U-e r , ✓1 A") eg Phone Number: CITY Tr of TUKIM ~. OCT -2 5 2012 PERMIT CENTER ZUG 3 %3 '763 c( Summary of Revisio : /. ,9d9 Anvu 1,cde>/ /t1 eieis l `i 2-. e p iA e cQv■t e e ��� d� � � e 6/6/v(vv7 9-- 14 ova 4 FN ���Pv ,z-m2 'CtJ S• X40.,),- _ode e11k) �• - .r4k4.1J J „co) ►,k) cut 61K,-/ -Ps' a ,\ C'S T'! d%.e al t V011 v fz ✓vt'c Ue✓nv. 011 %,1n e. Sheet Number(s): "Cloud" or highlight all areas of revision including da"""teeee of revision Received at the City of Tukwila Permit Cente by: IV Entered in Permits Plus on \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: City. Tukwila • REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: < Plan Check/Permit Number: /Z �3 Response to Incomplete Letter # Response to Correction Letter # 2-- Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Lc- /-c s4/ Contact Person: &V1 /111nfe7) Summary of Revision: ..JJ ji P✓zi�� 'J nd- a ci p o✓f l �/a-t -fa - (0,41e 0vmm4 (1+'d nD-1°1 2. --c-'6r yr. Art .f'n attp p e.. PAY.' 11 3 . /Jo t e o404 Go x.17 Coe LOA M,nax)4h D /(eVra- `&1. NOtt AdeN aA gtO v 6-'av & g7t_ri'devl(c, Art sufih Phone Number: 2 0 ( 303 7 -3'1 7:112'te,',0 i5 LV'to, i tI A CkJ L4Jt & (av-cfi f L,rI r t4 6 .� 6S 4". S De,'✓ (ft rlJon used rik:�4v�� CITY OF TUKIMLA SEP : 25. 20121 PERMIT CENTER 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 H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: oI2b1 rz, Plan Check/Permit Number: D12-223 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Kaur Garcha Residence Project Address: 15415 65 Av S Contact Person: J Kelvllte.— Summary of Revision: Phone Number: 0 LIT► 4.._:- ?'!- AT in( avotrold -lD k T-c�nrz -�5 _.o? NT. LA11. '• 'ilk. ►Ji��■ . WY OF TUKWILA !'ts 30.20121 Sheet Number(s): SITS Id : 1.l k3/ 44 1tA- "Cloud" or highlight a!! areas of revision including date of revisi n I Received at the City of Tukwila Permit Center by: • Entered in Permits Plus on (Y 3o' ( Z PERMIT CENTER \ applications \torms - applications 011 line \revision submittal Created: 8 -13 -2004 Revised: