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Permit D15-0026 - SMITH RESIDENCE - NEW SINGLE FAMILY RESIDENCE
SMITH RESIDENCE 1423459 TH AVE s D15-0026 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 3365901485 Address: 14234 59TH AVE S Project Name: SMITH RESIDENCE COMBOSFR PERMIT Permit Number: D15-0026 Issue Date: 4/10/2015 Permit Expires On: 10/7/2015 Owner: Name: ANDREW SCOTT A+LORI L Address: 14237 INTERURBAN AVE S, TUKWILA, WA, 98168 Contact Person: Name: JEFF KING Phone: (206) 550-8998 Address: PO BOX 331, MILTON, WA, 98354 Contractor: Name: RB SMITH DEVELOPMENT COMPANY Phone: (206) 406-4455 Address: PO BOX 68276, SEATAC, WA, 98168 License No: RBSMISD883QN Expiration Date: 11/15/2016 Lender: Name: RB SMITH DEVELOPMENT CO Address: 4438 S 176 ST, SEATAC, WA, 98188 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1849 SQ FT SINGLE FAMILY RESIDENCE WITH A 444 SQ FT ATTACHED GARAGE AND A 48 SQ FT COVERED DECK Project Valuation: $251,802.70 Fees Collected: $16,499.72 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-4613: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: S Fill: 20 Landscape Irrigation: Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Yes �1 Permit Center Authorized Signature: ipLDate: I hearby 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 pernAt and agree toAhe conditions attached to this permit. Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington, and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 5: 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 iminimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 6: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 7: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 8: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 9: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 10: ***PUBLIC WORKS PERMIT CONDITIONS*** 11: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 12: Permit is valid between the weekday hours of 7:00 a.m, and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 13: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 14: 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. 15: 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 each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 16: Any material spilled onto any street shall be cleaned up immediately. 17: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 18: 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. 19: The Land Altering Permit Fee is based upon an estimated 5 cubic yards of cut and 20 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. 20: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 21: 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. 22: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 23: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 24: Prior to issuance of this permit Owner shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 25: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C15-OXX. 26: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,297.22. 27: Prior to issuance Owner/Applicant shall sign w/Notary an SAO Hold Harmless Agreement with the City. 28: ***BUILDING PERMIT CONDITIONS*** 29: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 30: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 31: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 32: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 33: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 34: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 35: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 36: 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. 37: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 38: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 39: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 40: All wood to remain in placed concrete shall be treated wood. 41: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 42: 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. 43: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 44: 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. 45: 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). 46: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 47: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 48: 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. 49: ***MECHANICAL PERMIT CONDITIONS*** 50: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 51: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 52: Manufacturers installation instructions shall be available on the job site at the time of inspection. 53: 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. 54: 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. 55: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 56: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 57: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 58: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 59: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 60: 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. 61: 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. 62: 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. 63: 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. 64: 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. 65: 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. 66: 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. 67: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 68: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures 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 ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFFCERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 4000 SI-CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKWILA Community Development Department Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukvvila, WA 98188 http:/;w"rrv.-I-ukNwi l aWA. aov Combination Permit No. Z 5- 00016 Project No.: Date Application Accepted: 6,,2 0 /'.5 Date Application Expires: 0003 (� use 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 .-I t King Co Assessor's Tax No.: 336590-1485 Site Address: I TL-V7 59TH AVE. S PROPERTY OWNER Name: GEORGE JEFF BOUTEL Address: 6557 PALATINE AVE. N City: SEATTLE State: WA Zip: 98103 CONTACT PERSON — person receiving all project communication Name: JEFF KING Address: PO BOX 331 City: MILTON State: WA Zip: 98354 Phone: (206) 550-8998 Fax: (253) 268-0976 Email: jdkingconst@hotmail.com GENERAL CONTRACTOR INFORMATION Company Name: RB SMITH DEVELOPMENT CO Address: 4438 S 176TH ST City: SEATAC State: WA Zip: 98188 Phone: (206) 550-8998 Fax: (253) 268-0976 Contr Reg No.: RBSMISD883QN Exp Date: 11/15/2016 Tukwila Business License No.: ARCHITECT OF RECORD Company Name: CASCADE DRAFTING & DESIGN Architect Name: BRANDON KELLER Address: 26918 SE Mud Mtn Rd, City: ENUMCLAW State: WA Zip: 98022 Phone: (360) 761-8653 Fax: Email: brandonkeller77@yahoo.com ENGINEER OF RECORD Company Name: PAC STRUCTURAL ENGINEER Engineer Name: ALVIN CHONGMONTRE Address: 5324 35TH ST. E City: FIFE State: WA Zip: 98424 Phone: (253) 414-7979 Fax: Email: pacstructuralengineering@gmail.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: ✓� Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 9-7-11docs Revised: August 20l 1 Pagel of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 170,000.00 Scope of work (please provide detailed information): CONSTRUCT ONE SINGLE FAMILY RESIDENCE. DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 444 1" floor 457 2 nd floor 948 Garage ® carport ❑ 444 Deck — covered 1Kuncovered❑ 48 Total square footage 2,341 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 $ 9,500.00 fuel type: ❑ electric gas 1 furnace <100k btu 1 appliance vent 1 ventilation fan connected to single duct 1 thermostat 1 wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $_ 2 bathtub (or bath/sho-,ver combo) 1 dishwasher lavatory (bathroom sink) 1 water heater (gas) :11 11 bidet 1 clothes washer floor drain 1 shower 1 sink water closet lawn sprinkler system 1 gas piping outlets H:\Applications\Forr -Applications On Line\2011 Applications\Combination Permit Application Revised 9-9-1 I.doex Revised: August 20l I Page 2 of 4 bh g PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT JZ ...Tukwila ❑ ... Water District 4125 ❑ .. Highline ❑ . Renton ❑ ...Letter of water availability provided SEWER DISTRICT m ...Tukwila ❑...Valley View ❑ . Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑... Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ®.. Geotechnical Report ❑... Hold Harmless — (SAO) m ...Bond m .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut 5 Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill 20 Cubic Yards ❑ .. Storm Drainage Ufl ...Sanitary Side Sewer ❑ .. Abandon Septic Tank m ..Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut m .. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ ...Traftic Control ❑ .. Looped Fire Line Irrigation " Domestic Water ❑ ...Permanent Water Meter Size ............... WO # m - Residential Fire Meter- Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ -or- Private ❑ ❑ ...Water Main Extension Public ❑ -or- Private ❑ FINANCE INFORMATION —THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) O ® ...water ® ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: RB SMITH DEVELOPMEENT Mailing Address: 4438 S 176TH ST. WATER METER REFUNDBILLING: Name: SAME Mailing Day Telephone: (206) 755-0874 SEATAC WA 98188 City State Zip Day Telephone: City State Zip H:\Appl icationsTorms-Applicat ions On Line\2011 Applications\Combination Permit Application Revised 9-9-1 Ldo Revised: August 2011 Page 3 of 4 bh 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 PrNFft OR AUUO'ORIZED AGENT: Print N G Mailing Address: 4438 S 176TH ST. Date: 02/03/2015 Day Telephone: (206) 550-8998 SEATAC WA 98188 City State Zip H:\Applications\Forms-Applications On Line\201 I ApplicationsTombination Permit Application Revised 8--9-1 I.docx Revised: August 2011 Page 4 of 4 bh g BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PV,I(may adjust estimated fees PROJECT NAMF:,->tn ry:'k- �5i //�/11 PERMIT # � / _ ��� 6o C �1��xx - sgt" -A,,Y-., s.) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1 2 3. M 5 APPLICATION BASE FEE Enter total construction cost for each improvement category: Mobilization Erosion prevention S�c� Water/Sewer/Surface Water A 5?e2:2 Road/Parking/Access'fG A. Total Improvements_ Calculate improvement -based fees: B. 2.5% of first $100,000 of A. _ C. 2.0% of amount over $100,000, but less than $200,000 of A. _ D. 1.5% of amount over $200,000 of A. _ TOTAL PLAN REVIEW FEE (B+C+D) Enter total excavation volume Enter total fill volume Zo cubic yards cubic yards 250 (1) $ 90 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3,40 The Plan Review apd.Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and !� 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. .'- FILE COPY Approved 09.25.02 ,,' •,,. r Last Revised 12/17/14 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) a (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Sb $ 2 3 --� QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for Is' 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. (8) 5 "D 9. Technology Fee (5 % of 6+8) $ (9) Approved 09.25.02 2 Last Revised 12/17/14 °' ti BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology Fee) C. Water Meter - Permanent* 0 2.a y D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 2'S (9) 11. 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 $ Z H. Transportation Mitigation $ t,19-7 I. Other Fees $� 61.0 o-< OAscpt£ UAVA jqLU6YjC< Total A through I $ '7 9 0% (10) e' 1ticu jG`' Tr,st fYr(— P 30 0 s DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 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 01.01.2015-12.31.2015 Total Fee 0.75 $625 ✓ $6005 $6630 ✓ 1 ,/ $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 fl� PROJECT N BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION P14(may adjust estimated fees PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101— 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 250 (1) (4) (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 t) I s_'00*z Last Revised 12/17/14 DESCRIPTIONS PermitTRAK • 1 $143.06 D15-0026 Address: 14234 59TH AVE S Apn: 3365901485 $143.06 DEVELOPMENT $138.73 PERMIT FEE R000.322.100.00.00 0.00 $86.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $52.23 TECHNOLOGY FEE $4.33 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R6187 R000.322.900.04.00 0.00 $4.33 $143.06 Date Paid: Thursday, September 17, 2015 Paid By: RB SMITH DEVELOPMENT CO Pay Method: CHECK 5629 Printed: Thursday, September 17, 2015 11:38 AM 1 of 1 N?WSYS7EM5 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $14,693.95 D15-0026 Address: 14234 59TH AVE S Apn: 3365901485 $14,693.95 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED 6640.237.500 0.00 $6,005.00 DEVELOPMENT $2,782.60 PERMIT FEE R000.322.100.00.00 0.00 $2,778.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,825.72 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $90.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $90.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 FILING AND RECORDING FEES R000.341.200.00.00 0.00 $75.00 TECHNOLOGY FEE $166.63 TECHNOLOGY FEE R000.322.900.04.00 0.00 $166.63 TOTAL' $14,693.95 Date Paid: Friday, April 10, 2015 Paid By: RB SMITH DEVELOPMENT CO Pay Method: CHECK 5510 Printed: Friday, April 10, 2015 12:39 PM 1 of 1 rPWSYS7EM5 Date Paid: Tuesday, February 03, 2015 Paid By: R.B. SMITH DEVELOPMENT COMPANY Pay Method: CHECK 5464 Printed: Tuesday, February 03, 2015 3:22 PM 1 of 1 RWSYSiEMS INSPECTION RECORD Retain a copy with permit PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION $L 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: S m 1 �S Ty e of Inspection: 1 LN A!G ri✓A L, Address: Date Called: y23 q S Special Instructions: Date Wanted: a.m. lG z� Requester: Phone No: 20&- 3yq - y757 njApproved per applicable codes. LJ Corrections required prior to approval. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. RECORD ��SPECTION ain a copy with permit'ZW PECTIO N0. PERMIT NO. CITY OF TUKWILA BUILDING W1( 3 �I 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ) - 0% Permit Inspection Request Line (206) 438-9350 i%�td �► b �r cza 1 Pro'e 4 (4t0* of Type Ins ect' Ad��dffres�1s}:kt6Ve. �Q.. Date Called: Special Instructions: A l� Date Wanted: a.m. Z—� �1 p.m. Requ er: Phone No: Date: - REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1C. INSPECTION RECORD Retain a copy with permit ��5� 1713qCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect:(� �� Type o,� In�ectio� �p� Address: -1s e �� Date Called• Special Instructions: Date W nted: a.m. �p.m. Requester: Phone No: 20 �f 7 ❑ Approved per applicable codes. Peorrections required prior to approval. >/ W,. , In, 22 i If i i r ..jam WAIN Ilnspect luatey 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) 436-9350 Project, : I 1.. 1. Type of Inspection, Kddress! H,23Y ZiL41-e -S Date Called: Special Instructions-. , Date Wante( (Pag.mi. Vecluestir."' Rone No- 13 Approved per applicable codes. 1:1 Corrections required prior to approval. M Inspectdr. I Date: V REINSPECTION FEE REQUIRED, Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. QID(o - S-1 I - & 3,;-; A�V INSPECTION RECORD C Retain a copy with permit INSPECTION PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje � � Type of Snspectfi n: J�,, -{rr Address: i5fl� Date Called: 1 Special Instructions: Date Wanted: p m. p.m. Requester: Phone No: ❑G Approved per applicable codes. Corrections required prior to approval. U paid at 6300 Southcenter Blvd.. Suite 100. Call. to schedule reinspection. INSPECTION RECORD Retain a copy with permit p l TRWECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject�, �� Type of Ins e/cti �q i Add e� if � d. , , Jv 1 I-"� I4-, A c 1 Date Called: Special Instructions: 1' Date Wanted: a.m. 0 .— 3 ( p.m. Request .r: Phone No: Approved per applicable codes. 1-1 Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 7 Retain a copy with permit D(-5 1 ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ect: PYCLUOt Type of Inspectiorp: Of V� Address: I q2 3 q sf ttA- 4 V E�-16 u Date Called: Special Instructions: �l" Date Wanted: a.m. 1 0-2— ( p.m. Re uest � 0 t:. K 2-7 q Phone No: ?r,6 - - 0 Iinspector: ►/ / I'JaPl'- Z s 1 i- I 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 (S 10 ` 0� IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect,.. Type Inspecting: q Add r s: I `3 fk Date Called: Special Instructions: AM Date Wanted: a.m. - — (1, p.m. Reques er: Phone No: Approved per applicable codes. k] Corrections required prior to approval. IInspector: 1'C i IDate q _zl--1 ` REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION RECORD Df�y002�; Retain a copy with permit SPE CITY OF TUKWILA BUILDING/T�i.zL4' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 AQ4- — t-qIL' Prfoject: _ Type of Iynspectior4: Address: r / _I � "1 J� �'��EJ. Date Called: Special Instructions: Date rated: a.m. T p.m. Requester, Ue--R-- C CCSlA 27w l Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 3 INSPECTION RECORD Co l L Retain a copy with permit 1p,,_ IN RKT 10N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: Tyf Inspection: A� g , Date Cali : Special Instructions: Date W4gted: a.m. o �?-7 ' ✓ p.m. Requester: Phone No: hnspector: I/ r—/ IDa. %. `LZ _ /� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD Retain a copy with permiW26 t 17I5 - INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: n 5M Ih"- Type of Inspection: �\ �o GA-s P' Address: Date Called: Special Instructions: Date Wanted a.m. �F—lz-/5 p.m. Requester: J-e rr k l ►ti'& Phone No: Sc, ; l".s Approved per applicable codes. Corrections required prior to approval. Inspector: c Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Z Retain a copy with permit INSPECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: / Typ of Inspection: Address: Zyscl01 Date Ca led: Special Instructions: Date Wanted: a.m. 1�r-12-/v p.m. Requester: Phone No: ❑ Approved per applicable codes. ,Corrections required prior to approval. COMMENTS: 7 A 56A IL txj A1 A WLA r tiCtIL A ® K -res-r- Pey, &,lr-T- o---i -Fes Sri Inspector: C ,,� Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. *6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: c5m { 2S { Tye of Inspection: �2e= &+ l cam, I,tJ`�1 Address: NUI- Date Called: Special Instructions: ilm Date Wanted: a.m. p.m. Requester: Phone No: M Approved per applicable codes.El Corrections required prior to approval. M ENTS: Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ran INSPECTION RECORD Retain a copy with permit p�5 � OUZO INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: nn ismIq'LL J� Jule-c, Type of Inspection: Addre��ss1s: ��// ,[ Date Called: Special Instructions: Date Wanted: a.m. �/ p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. IVE REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �� INSPECTION RECORD J.D /5- 004 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: .:5-ml,SA- ��s -�— Type of Inspection: 6�s A44 1 k)LL Address: / Z.3 q S Date Called: Special Instructions: �jNNnn yil'► Date Wanted: a.m. 7/2— p.m. Requester: Phone No: FZI Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: u REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 22 INSPECTION RECORD j'P15 ��� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec : Type of Insp ction: c �e�, � l;4;74 Address: If M �Li vc S Date Called: Special Instructions: /1 P Date Wanted: a.m. 7Z2-4fs' p.m. Requester: '�eiFf k41> Phone No: �+/� Z� ,�.J V g Approved per applicable codes. Corrections required prior to approval. COMMENTS: j�dM511Ll q11 sole,P )4— i REIN PECTION FEE REQUIRED. Prior to next inspection, fee must be paid a .0.0 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permitIPI$7700 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ct: Type of Inspection: Address: S� f f /e �d I Date Called: p cial Instructions: Date — 2-,0 � a.m. li'p.m. Requester: /� F— (l C� Phow INN o6 _ SSD Sj Approved per applicable codes. E Corrections required prior to approval. z Inspector: Data::-'-�—(l 5— REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IP15— 06 7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type f Inbp�yion: L.,w Address: tkAve fo , Date Called: Special Instructions: Date Wanted: / a.m. 7 — �/ p.m. Requester: Phone No: Innspector: C/ /—i Iuate, 7 ` 2.$)— If �—1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit co IN'SFECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProLe&( - I� ?"Yp�pf Ins ect����(� Add!s: f'�Z 3 q j7f' Date Called: Special Instructions: 4AA Date Wanted, a.m. 7— ( 7 - /-5— p.m. Requeste LAS- PhonNo, rb J-3-0 18 q Inspector: Dat 7J7,[S- REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �� ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Typ�lnspectio A Jdgy3q 3-y e , A-VeJa Date Called: Special Instructions: Date W me a.m. / C . — p.m. l AAA Reest r: V , Phone No: `Z06 — T ' e Inspector: Dat I� -zS REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f _— W INSPECTION RECORD Retain a copy with permit Ua Z7-� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of In pection: Address � � @�e lg�ySpecial Date Called: Instructions: P/41 Date Wanted: a.m. & —(-2--T p.m. Requester: Phone No: Inspector: �C- Date: 6 _1 Z- t-�" REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 0 rw Retain a copy with permit Q� INSPECTION N0. PERMIT I MIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206)431-3670 Project„ Yh SI w(� Type of Inspection: Address.- Date Date Called: Special Instructions: Date Wanted: J2-j'f r a.m. J Requester: ` -e Phone No: (0 ` Approved per applicable codes. Corrections required prior to approval. COMMENTS: eff Z< �Inspector�n ® Wd N (Date: / lP ,� I $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ipt No.: I Date: ks LAP, INSPECTION RECORD Retain a copy with permit k _9 00i;l INSPECTION NO. PERMIT NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: , -we�et :PK e of In 'tion: FOC0ta -- Addresz3q TyWi(vefo, Ll Dace e Called: �J pecial Instructions', t Date Wantec 5- — -2 Requester: - i::Z ( wq P one No* S REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cat[ to schedule reinspection. I INSPECTION RECORD 0 10 216) Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pi;:0j% Type of h pec 0A ............ A ydqr s s: Date Called: pecia instructions: SP fa Date W d a.m. f S—pm. Requg-ster, L5 iEF�- Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD L-) sg - 0034 Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Proje : Type of Inspection: roJkL- Address: A03 ��-' j `-� Contact Person: Suite #: Special Instructions: Phone No.: pproved per applicable codes. Corrections required prior to approval. COMMENTS: t ►v _ 050 �L Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: f/5--Z, Date: ���� (� Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Dl!�- - Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: to Address: /�(a3`� 52� S Contact Person: Suite #: Special Instructions: Phone No.: —1 F� Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:�►'�� ,�-� I Date: b117111 I Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. timing Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD S - 1,22 -/ Retain a copy with permit b I S- O 0 Ze":, INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: l° W i�;q . Address: Contact Person: Suite #: Special Instr6ctions: Phone No.: ,Approved per applicable codes. ❑ Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: - �;��" j Date: Hrs.: /. G $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 r ` FILE COPY r ' Permit No. D(" ' Plan raview approvei is subject to errors and ornissen. Approval of construction documents does not Eluthoriz rt� PLAT & SITE CIVIL DESIGN, LLC the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: Date: July 11, 2016 David Phe� Cit o l Tunkwlid 6A&QMQ1Vj&aq0 Tukwila, WA 98188 Re: Building Permit D15-0026, 14234 159th Ave S Downspout Pump Dear Mr. Gehrke: RECEIVED CITY( OF TUKWILA JUL 13 2016 PERMIT CENTER The task is to verify that the pump proposed is adequate for the purpose of pumping runoff from the roof and driveway. 1) The roof area is 40x24. Driveway is 1805. Total area = 1590 sf = 0.0365 A. Runoff volume is calculated using KCRTS*, the King County stormwater program, as 0.04 cfs = 1.7.95 gpm at 50-yr storm. See computer output following this letter. 2) The footing drains will reportedly be routed to the same sump as the downspouts. The volume of water from footing drains is conservatively estimated (i.e., on high side) as 0.1 * the volume of roof runoff, = 1.8 gpm. 3) 4) REVIEWED FOR CODE COMPLIAhK APPROVEPhe I Total runoff to be pumped roof + driveway + footing = 20 gpm @ 50-yr storm. The pump proposed is Pentair Hydromatic V-A 1. The pump has already been installed. The capacity was reportedly measured by the contractor against the head at which will pump will operate, at 24 gpm pumping against head of 16 ft. -REVISION WE is i JUL. 2 0 2WE Eng volume ca operating City of Tukwila BUILDING DIVISION of runoff was initially calculated using WWHM12, the State stormwater program. The ided on the last pages of this letter. The runoff volume W WHM12 shows is 0.018 cfs = 8 ;ring judgment suggests to me that this is too low for the 50 yr flow. Consequently, the ated by KCRTS is used instead. I have no explanation for the discrepancy. Perhaps I was rfM12 improperly. Mail: 37702 28d' PI SE Enumclaw, WA 98022 Tel (253) 334-6990 email dennis@platandsitecivildesign.com N0. � 1)1G - MIJ17 The pump curve (attached) shows 27 gpm against 16 ft of h6ad. Actual measurement vs pump curve therefore matches. Conclusion: The Pentair Hydromatic V-A 1 capacity of 24 gpm is > runoff from roof + driveway + footing drains of 20 gpm. Note: This letter is not intended to address the managemmvof rno#f fromrthe--pump --�`-=' discharge point. Respectfully, Plat & Site Civil Design, LLC Dennis Alfredson, P.E. cc: Randy Smith R B Smith Development P.O. l9ox 68276 Seattle 981.68 e , c _ -•.'�" "' SIC l' FEi.iCEPER "f� -�- ^' _.- � - 74R WSCjJWAF FOM PAD a i f � PROPOSED R9M � f f - f --- —= - - - - fZ4a^ f f --- ----- f 1 I�f 9 f coir..DRIVE ZD2.2 „ mi ��xzrr Ta-p C -rR-ICTJOO J PER DETAIL THn 5t iZIM EL- t2b 3Q' 5`�"i�-t t�V� 5 � � =124� 59TH PL 5 IZI w5�1149� Fs� rrYVRaur 0 0' I �s 50ALE- DRAII.JAGE/TESC PLAk KCRTS Program ... File Directory: C:\KC-SWDM\KC-DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.04 0.00 0.000000 Impervious smithpre.tsf T 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies smithpre.tsf smithpre.pks Flow Frequency Analysis Time Series File:smithpre.tsf Project Location: Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.017 6 8/27/01 18:00 0.043 1 100.00 0.990 0.012 8 9/17/0217:45. 0.033 2 25.00 0.960 0.033 2 12/08/0217:15 0.023 3 10.00 0.900 0.014 7 8/23/0414:30 0.019 4 5.00 0.800 0.018 5 10/28/0416:00 0.018 5 3.00 0.667 0.019 4 10/27/0510:45 0.017 6 2.00 0.500 0.023 3 10/25/06 22:45 0.014 7 1.30 0.231 0.043 1 1/09/08 6:30 0.012 8 1.10 0.091 Computed Peaks 0.040 50.00 0.980 Servicing should be per- foi illed only by an authorized Elvdrornatic service center. WARNING: Always disconnect the pump firom power source before handling or making any adjustments. Always wear rubber boots when there is water on the floor and vou must unplug the pump or make anv adjustments. NOTE: Automatic thermal overload protects the sealed - in -oil motor. Running dry may overheat the motor and activate the overload protector until the unit cools. Pump does not run or just hums. I Line Circuit bp,; -a-ker ma-y hl:; off, blown c* loose. L. Water J,-Aej in SLU-no, rilay oc too to-w to activate auto-matic -float or diaphragm- switch. 3. Pump and/or switch cord plus. Mlav not lie making coniact in receptacle. 4. iffrunt, iS -05:' p - I Pg die series (piggyback) cordl Mugthe rv...-o plugs may iiot be pbugned lightly together. 5. Fjoat may b,: stuck. Be s;we float operines freely in basin. 6. If the unit :is being operated by the Optional float control s-,vitch. unpiu.- the pump from the pigayba0k receptacle and priva the pump, directly into the Power source. if the pump star..,,; each n-11c it is PluLged directly into the r-,ceptacCe and does not start each 1612?e vvilen P! Ugged into the pi C Z% _-ci: switch with the ioar ral_ UP Tio, a stall the assembly and, rz7 %viih rwvv ass 7. If all sympzcnni ::.-IlzcK OK motor winaine nnay of Lake to authoi'z" -m-vice Center for Pump runs but does not deliver water. I Check aid c 7nay t-1 installed bac*wwd..4r c:: on valve P(llnts in Zn z-f Dischnze 2aie ii used,. Maw be cjo;_2iL UMP Ma'V Y and sio sl_-a-1 chcGclk %_ellt hole ;;)U;,5p tLs� .01, u g. HYDROMATIC pippins have a small air - mint hole in the im- rx,ilcr Cavftv to lei 01-r. - - - " air. If this hnfl= b�C CK-_ o brLaiz u -, air I - 'cc .:. use a small screvvdriver -.0 citai hole m,A- impeller As i secondary precaution in installations of this t Vpe — 1/16" hole should be df,11ed in t1lie diwh-a-- pine the check vaive. The checlz valve should be 12 to !8 Inches abc-,'e pump dis- 7. C. Chiirgv. Do -x�T lilt;.heck vallvl= diree; k 111to Pump dischar'-c- op-ning. NOM In sumps where the pump is operating daily, air locking rarely occurs, a. Lump head wa} be toe, high. pul"ip caml,�t delliver water over? vznical lif'. Huru.iontal Oismnce does no: affcct Purnpiqg. L,_pz for Uktioll loss 1hro!uzr�11 tile ril)C. rniez;n puru, 0�v may ;Ne _ vut op ninp. b. imnpellcr o;- Volute OpenifflIS may be pluMged or partially n. pluggftd. Remove pun-T and earl ont. Pump runs and pumps out sump but does not stop, 1. _Fluar is stuck in tip posni011. Be sure Fk)a7 is nothLmg up mrtd operates free-k- in basin. vCoasrbJ,A , Switch loaye k. J--- Capatilyr LIS RM 0 '10 20 301 40 50 60 GAO 1.0 y".0 From: "randy smith" <rbsmJth08(a hotmail.com> To: "den nis(a)platandsiteciviIdes ign.com" <dennis cDplatandsiteciviIdes ign.com> Sent: 4/22/2016 2:59:51 PM Subject: RE: single family downspout/roof drain pump to CB at 14234 59th Ave South - Tukwila We did a test on how much water pumped out of the barrel and came up to 24 gallons a minute. From the chart included it is almost the same so that number should be accurate. WWIFW 012 PROJECT REPORT Project Name: default[6] Site Name: R Smith Site Address: city : Tukwila Report Date: 7/11/2016 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version : 2015/03/18 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS MOD 0.0365 Impervious Total 0.0365 Basin Total 0.0365 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name . 0.0 Bypass: No Groundwater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS MOD 0.0365 Impervious Total 0.0365 Basin Total 0.0365 Predeveloped Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.0365 Mitigated Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.0365 Flow Frequency Return Periods Return Period Flow(cfs) 2 year 0.010159 5 year 0.012712 10 year 0.014469 25 year 0.016771 50 year 0.018549 100 year 0.020383 This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2016; All Rights Reserved. GEOTECH CONSULTANTS, INC. 13256 NE 201h Street, Suite 16 Bellevue, WA 98005 (425) 747-5618 FAX 747-8561 �-'FILE CCPY Memo JN: 14298 To: Randy Smith From iMarc R. McGinnis, P.E. Co.: Date: March 20, 2015 Address: Email: rbsmith08@hotmail.com RE: Disposal of Footing Drain Water Proposed Residence 14201— 59P Place South Tukwila, WA From our discussion with Jeff King of J.D. King Construction, we understand that water from the roof downspouts of the new house will be discharged to the storm drain located in 591h Place South. Considering the potential large volumes of water from the roof, and the proximity of the steep, eastern slope, it is our professional opinion that this is appropriate. The footing drains will be located lower than the level of the street, and we expect them to collect only infrequent, very small amounts of water. Based on the low moisture content of the soils encountered in the test pits, the potential for groundwater being collected by the footing drains is negligible. As a result, it is our professional opinion that the footing drains could be discharged to rock -filled drywells located to the north and south of the house, and situated at least 15 feet from the steep slope. These drywells can consist of 2-foot square, 2-foot deep holes filled with drain rock. The drain rock could be covered with a layer of non -woven filter cloth and up to 12 inches of topsoil. The use of drywells to dispose of the footing drain water should not adversely impact the stability of the eastern steep slope. Please contact us if you have any questions regarding this memo, ^r i- ,.bQ can be of further assistance. REVIE ' FOR (;ODE COMPLIANCE RcE AP OVED APR 0 3 20 of Tukwila BUILDING DIVISION CORRECTION LTR# cc: J.D. King Construction jdkingconst@hotmaii.com RECEIVED CITY OF m UMILA MAR 2 5 2015 PER[Aff CENTER o WAS a. h D15.Oo24 NRL ItA' Page 1 OEOTECH CONSULTANTS, INC. Randy Smith P.O. Box 68276 Seattle, Washington 98168 via emai1:rbsmith08@hotmai1.cam 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 August 25, 2014 FILE COPY JN 14298 Permit Man Subject: Geotechnical Engineering Study Proposed Single -Family Residence 14201 — 59tI' Place South Tukwila, Washington Dear Mr. Smith: RE VIIED FOR CODE COMPLIANCE APPROVED APR 0 3 20 City of Tukwila BUILDING DIVISION We are pleased to present this geotechnical engineering report for the new residence to be constructed on the subject lot in Tukwila. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design considerations for foundations, retaining walls, slope stability and subsurface drainage This work was authorized by your acceptance of our proposal, P-8921, dated May 1, 2014. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. MRM: at Respectfully submitted, GEOTECH CONSULTANTS, INC. 1MC__ r?. rn Marc R. McGinnis, P.E. Principal 00Zb GEOTECH CONSULTANTS, INC. RECEIVED CITY OF TUKWILA FEB 0 3 2015 PERMIT CENTER GEOTECHNICAL ENGINEERING STUDY Proposed Single -Family Residence 14201— 59 h Place South Tukwila, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed residence to be constructed in Tukwila. We were provided with a site plan and a topographic map. Based on this information, and out discussions with Randy Smith, we expect that the vacant lot will be developed with a new home. This structure will be located on the western side of the lot, with access from 59t Place South. The house will have an east -facing daylight basement to allow the structure to step down with the existing grade. The main floor, which will contain the garage, will be close to the elevation of 59 h Place South. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site, which is a residential area situated immediately west of Interurban Avenue South. The lot is generally rectangular in shape. Its western boundary is 59t' Place South, which is a small, dead-end extension off of 59t' Avenue South. The subject lot is vacant, and is overgrown with ivy, blackberry vines, and low brush. There are several deciduous trees scattered around the property; many of these are dead or appear unhealthy. The ground surface on the property generally slopes down toward the east from the edge of the pavement in 59t' Place South. Along the western side of the lot is a short, steeper area that has a height of 7 to 8 feet. This is not consistent with the surrounding natural topography, and is likely fill placed when 59t' Pace South was graded. The natural slope of the ground within the planned building footprint is only 10 to 15 percent. To the east of the proposed house is a steep, east - facing slope that drops down to the level of Interurban Avenue South. The slope within the property boundaries has an inclination of approximately 40 percent. To the east of the site, the ground is steeper down to the parking lot of the adjacent commercial property. This portion of the slope has been oversteepened by past excavation to create the parking lot. This slope condition (natural upper portion with oversteepened cut at the toe) is consistent to the north and south of the site. The lot to the north of this site contains an older home addressed 14228 — 59"' Avenue South. The residence is situated essentially at the crest of the steep eastern slope. There is a large sideyard area between this house and the site. The lot to the south of the site extends fully between 591' Place South and Interurban Avenue South. The eastern portion of that lot is developed with a commercial building and parking lot. Above the steep slope, to the south of the subject site, this adjacent lot is undeveloped and is similarly overgrown. GEOTECH CONSULTANTS, INC. Smith August 25, 2014 JN 14298 Page 2 There are two storm catch basins located in 591h Place South to the west and northwest of the site. We observed no indications of recent instability on the steep slopes extending north and south of the site. This area is known to be underlain by sedimentary bedrock, and deep-seated slides are not common. SUBSURFACE The subsurface conditions were explored by excavating three test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on July 31, 2014 with a rubber -tired backhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions All of the explorations were conducted on the gently -sloped ground in the area of the proposed residence. Similar conditions were observed in all three test pits. No obvious fill was encountered. However, as discussed above, it is likely that some fill would be found over the native soils on the short slope along the west side of the lot. Below the surface vegetation, all three test pits revealed dark brown, loose, silty sand that contained roots and organics. This soil layer appears to be topsoil. Underlying the topsoil was loose, moderately -weathered silty sand that became medium -dense below a depth of 4 to 5 feet. At a depth of 6 to 8 feet, the test pits found dense sandstone that is typical for the conditions usually observed in the area. This sandstone usually becomes very hard within a few feet. Very hard sandstone was observed at a depth of 7 feet in Test Pit 2, and it was very difficult for the backhoe to excavate this material. Groundwater Conditions No groundwater or wet conditions were observed in the test pits. The explorations were conducted following a relatively dry summer, when groundwater levels would be expected to be near their lowest. Perched groundwater can be found on top of the dense sandstone following extended wet weather. However, based on the dry conditions in the test pits, it is unlikely that substantial groundwater will be found beneath this site. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. GEOTECH CONSULTANTS, INC. Smith August 25, 2014 CONCLUSIONS AND RECOMMENDATIONS GENERAL JN 14298 Page 3 THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT The test pits conducted for this study encountered medium -dense silty sand overlying dense sandstone. The medium -dense soil is suitable to support the new house using conventional foundations. It will be important that all footings be extended to the medium -dense soils and that the footing excavations be cleaned of any loosened soils before pouring concrete. In wet conditions, the excavated footing subgrades should be protected from disturbance with 3 to 4 inches of clean crushed rock. As discussed below, the easternmost foundation wall should be extended down to the bearing soils. In the remainder of the house's footprint, overexcavation below the planned footing grades could be backfilled with compacted quarry spalls or railroad ballast rock. Under Tukwila Municipal Code (TMC) section 18.45.120 the steep slope on the eastern portion of the site would be classified as a Class 3 area of potential geologic instability, due to its steeper- than-40-percent inclination. From our calculations, the factors of safety against instability within the dense to very hard sandstone are greater than 1.5 and 1.2 for static and seismic conditions. Shallow soil movement within the loose, near -surface soils is possible on the steep, eastern slope. This is most likely to occur following extended wet weather. The recommendations of this report are intended to prevent the planned development from adversely affecting stability of the steep slope or the surrounding properties, and to protect the planned development from damage in the event of future shallow soil movement. No buffer is needed to protect the slope, provided the steep slope itself is left undisturbed. A wire - backed silt fence should be erected at the crest of the steep slope prior to beginning significant clearing activities. No fill should be placed within 10 feet of the steep slope. We recommend that the foundations of the planned residence be set back at least 15 feet from the steep slope. As recommended above, the easternmost foundation of the house should also be extended down to the medium -dense, silty sand at least 5 feet below the existing grade. The site soil and topographic conditions are not acceptable for the use of on -site infiltration to dispose of runoff from impervious surfaces. It would be most appropriate to discharge collected storm water to the storm drain located in 59�' Place South. The small amount of water expected for the footing drains should also be pumped up to this storm drain. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Rocked construction access roads should be extended into the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, these roads should follow the alignment of planned pavements, and trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch GEOTECH CONSULTANTS, INC. Smith JN 14298 August 25, 2014 Page 4 or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site class within 100 feet of the ground surface is best represented by Site Class Type C (Very Dense Soil and Soft Rock). The site class is not susceptible to seismic liquefaction because of their dense nature. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (SS) and 1.0 second period (S,) equals 1.47g and 0.55g, respectively. CONVENTIONAL FOUNDATIONS We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one-third increase in this design bearing pressure can be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil will be less than one inch, with differential settlements on the order of one -quarter -inch in a distance of 25 feet along a continuous footing with a uniform load. GEOTECH CONSULTANTS, INC. Smith J N 14298 August 25, 2014 Page 5 Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: ULTIMATE PARAMETER VALUE Coefficient of Friction 0.45 Passive Earth Pressure 300 pcf Where: pcf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: PARANIETERVALUE Active Earth Pressure * 35 pcf Passive Earth Pressure 350 pcf Coefficient of Friction 0.45 Soil Unit Weight 130 pcf Where: pcf is Pounds per Cubic Foot, and Active and Passive Earth Pressures are computed using the equivalent fluid pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance GEOTECH CONSULTANTS, INC. Smith August 25, 2014 JN 14298 Page 6 of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native silty sand is used as backfill, a minimum 12-inch width of free -draining gravel should be placed against the backfilled retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing GEOTECH CONSULTANTS, INC. Smith August 25, 2014 A 14298 Page 7 should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold -joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact a specialty consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. SLABS -ON -GRADE Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil plastic sheeting, have been used in the past, but are now recommending a minimum 10-mil thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. GEOTECH CONSULTANTS, INC. Smith JN 14298 August 25, 2014 Page 8 The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similarsoil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2.5:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2.5:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Any disturbance to the existing steep, eastern slope outside of the building limits may reduce the stability of the slope. Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be revegetated as soon as possible. Soil from the excavation should not be placed on, or near, the slope, and this may require the off -site disposal of any surplus soil. DRAINAGE CONSIDERATIONS Foundation drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 5. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footing drains. GEOTECH CONSULTANTS, INC. Smith JN 14298 August 25, 2014 Page 9 No groundwater was observed during our field work. However, if seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. It is also important that the subgrade soils beneath pervious surfaces (permeable pavements, pavers, crushed rock, etc.) slope away from foundation and retaining walls to prevent the infiltration of excessive water into the wall backfill. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tightlined to a suitable outfall located away from any slopes. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfil►, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). GEOTECH CONSULTANTS, INC. Smith JN 14298 August 25, 2014 Page 10 Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the proposed structure from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. At additional cost, we can provide recommendations for reducing the risk of future movement on the steep slopes, which could involve regrading the slopes or installing subsurface drains or costly retaining structures. However, the owner must ultimately accept the possibility that some slope movement could occur, resulting in possible loss of ground or damage to the facilities around the proposed residence. This report has been prepared for the exclusive use of Randy Smith, and his representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the GEOTECH CONSULTANTS, INC. Smith August 25, 2014 JN 14298 Page 11 supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 and 4 Test Pit Logs Plate 5 Typical Footing Drain Detail We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. MRM: at S fzs��y Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. CO 158 vp �•.. :0 \. ,,.Foster /61 GO cr '� _� �•�,, a i -- i� y �, % . �c" f� µqc � `; �,� •: / ``\ � : � r,3 ,crest Arrerica. SITE Tukwila i m jn e ',��'3rfiP�^ n hiTOts r'-P� L Renton 3� Ix l! Ll 1548 (i _ kC , D t Fork,bent Park I `o__ 1 ra ) (I }'St�tT� For�.r �}�fh � ' � r c� � � � �'; d1'`•;;� Pars `� ; -.-�� �— Q 1. .�i—��YTCr-Ji—• �r' G t iZ k -` '.ate: - - "'= GEOTECH CONSULTANTS, INC. (Source: Microsoft MapPoint, 2013) VICINITY MAP 14201 - 59th Place South Tukwilla, Washington Job No: Date: 1 1 Plate: 14298 Aug. 2014 1 1 Le �..�. 0 Test Pit Location GEOTECH CONSULTANTS, INC. SITE EXPLORATION PLAN 14201 Interurban Avenue South Tukwilla, Washington Job No: Date: 1 Plate: 14298 Aug. 2014 No Scale 2 5 iti] 5 10 TEST PIT 1 p G J Description Dark brown, slightly gravelly, silty SAND with organics, fine-grained, moist, loose 1,9►f Light -brown, silty SAND, fine-grained, damp, loose to medium -dense Brown then gray, weathered SANDSTONE, dense gRxH * Test Pit terminated at 10 feet on July 31, 2014. * No groundwater seepage was observed during excavation. * No caving observed during excavation. o� TEST PIT 2 peQ �Go�e ��a�eJSG� Description Dark brown, slighly gravelly, silty SAND with organics and roots Light brown, silty SAND, fine-grained, damp, loose to medium -dense Brown, weathered SANDSTONE, dense -becomes very hard * Test Pit terminated at 7 feet on July 31, 2014. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 14201 - 59th Place South Tukwilla, Washington Job I Date: Logged by. Plate: 14298 1 Aug. 2014 1 MRM I 3 4i 10 to oil Oep�r\ �G ��e�le l e o a TEST PIT 3 �5 Description Dark brown, gravelly, silty SAND with organics and roots SM Light brown, silty SAND with roots, fine-grained, moist, loose SM : -becomes medium -dense Brown, weathered SANDSTONE, dense * Test Pit terminated at 6 feet on July 31, 2014. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 14201 - 59th Place South Tukwilla, Washington Job Date: 1 Logged by. 1 Plate: I :4] 14298 Aug.2014 MRM Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Nonwoven Geotextile Washed Rockj"\ Filter Fabric (7/8" min. size) 4" min. _^ Tightline Roof Drain (Do not connect to footing drain) c 0 �a c 0 LL Possible Slab 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, 'LTC. FOOTING DRAIN DETAIL 14201 - 59th Place South Tukwilla, Washington Job No: Date: Plate: 14298 1 Aug. 2014 1 5 .PAC www.pacstructuralengineering.com II STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. CORREC ION LTR# RECEIVED ;CITY OF ► UYWI1_A MAR 2 5 2015 P i..'ftl IN 7 C E N TE6 tl bkc5-0-tog.0 PROM ECT: SM I "f H RZE�61 PEWC E� 143XXX 59TH PL 5 TL KWIL4, WA %155 JOB NO.: 0885 FILE WIN PREPARED FOR: 00 —oo 0 0 CA56AVE DRAFTING & DE516N GA5GADE-DRAFTINGLOM 3b0-761-8653 o a oa ao PREPARED BY: ALVIN CHONGMONTRE, P.E. REV3EWED FOR CODE COMPLIANCE APPROVED APR 0 3 201 rVity of TO BUILDING DIVISION Smith Res 59th PL. S. 01/05/15 Page 1 of 31 /2, www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. DESIGN CRITERIA Smith Res 59th PL. S. 01/05/15 Page 2 of 31 www.pacstructuralengineering.com PAS STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. DESIGN CRITERIA Load Design Criteria Summary Dead Loads Roof Floor Roofing Material (composition) Insulation (6" Glass Batt @ 0.1 Win) Sheathing (1/2" Plywood) Roof Joists/Truss (@ 24" o.c.) Mechanical & Electrical Allowance Ceiling Assembly 5/8" Gypsum board Floor Finish Allowance 3/4" Sheathing (or similar) Floor Joists (TJI 110 @ 16" o.c.) Insulation (6" Glass Batt @ 0.1 lb/in) Mechanical & Electrical Allowance Ceiling Assembly 5/8" Gypsum board Wood Stud Wall 2 x 6 Studs @ 16" O.C. 15/32" Sheathing 5/8" Gypsum Board Live Loads Roof Live Load (snow) Floor Live Load (Reducible) Deflection Criteria Floor LL Floor DL + LL Roof LL Roof DL + LL 2.9 psf 0.6 psf 1.5 psf 5 psf (Deck DL) 2.2 psf 5 psf 2.8 psf 15 psf (Beam DL) 1.8 psf 2.3 psf 5.4 psf (Deck DL) 2.5 psf 0.6 psf 2 psf 2.8 psf 12.0 psf (Beam DL) 1.7 psf 1.5 psf 2.8 psf 6 psf 25 psf 40 psf U360 U240 U240 U180 Smith Res 59th PL. S. 01/05/15 Page 3 of 31 1/5/2015 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title Randy Smith Tue January 6, 2015 03:51:32 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4670N, 122.25°W Site Soil Classification Site Class D - "Stiff Soil" Risk C��ategory I/II/III - oo.I N 11- Newcastle r F Vashon Whit Cuter 99 509 Tukwila /, c3 c But aSeaT umaMuesbR USGS-Provided Output SS = 1.459 g S1 = 0.544 g ' A 131 I SMs = 1.459 g SM1 = 0.816 g Sq,Xk me East Renton�� 0Highlands on I O 02015 f SoS = 0.972 g Sol = 0.544 g NOR• T H1 I { AM ERICA m mapctuest For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEs Response Spectrum 1.65 1.50 1.35 1.20 1.05 v 0.90 0.75 0.60 0.45 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 1.1D 1.00 0.90 0.80 0.70 C 0.60 fM 0.50 0.40 0.30 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 LBO 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the Smith Res 59th PL. S. 01/05/15 Page 4 of 31 http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summ ary.php?template=minimal&latitude=47.467&longitude=-122.25&siteclass=3&riskcategory=0&edition... 1/2 www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. DESIGN CRITERIA Seismic Loads (IBC 2012 -ASCE 7-10) Ss = A (2008 USGS Seismic Hazards Maps) S, = 0.54j (2008 USGS Seismic Hazards Maps) R = 6.5 (ASCE 7 -Table 12.2-1) Building Type 920 = 2.51 (ASCE 7 -Table 12.2-1) Wood Shearwall Occupancy Category Ili Seismic Use Group I Importance Factor 1.00 Soil Site Class Building Height (ft) E24 Structure Period T = Ct (ha)A Ct = 0.021 (ASCE 7 -Table 12.8-2) x = 0.75:(ASCE 7 -Table 12.8-2) SDS = 2/3 Sms = 0.97 SD1 = 2/3 Sm, = 0.58 Seismic Design Category Base Shear = 0.22 sec Sms = Fa * Ss = 1.46 Sm1 = F„ * S1 0.87 V= CS Fa = 1.00 (ASCE 7 - Table 11.4-1) Fv = 1.6 (ASCE 7 - Table 11.4-2) Cs = SDS / (R/1) (ASCE 7 - Eqn. 12.8-2) = 0.150 CONTROLS Max Cs = SD1 / (R/1) * T (ASCE 7 - Eqn. 12.8-3 for T<=TL) = 0.412 Min Cs = 0.01 (ASCE 7 - Eqn. 12.8-5) = 0.010 Where S, >= 0.6g Min Cs = 0.5 * S, / (R/1) (ASCE 7 - Eqn. 12.8-6) = 0.042 Smith Res 59th PL. S. 01/05/15 Page 5 of 31 www.pacstructuralengineering.com PAC STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. DE51GN CRITERIA Wind Loads (IBC 2012 - ASCE 7 2010) Basic Wind Speed V = 110� (ASCE-7 Figure 26.5-1A) Exposure = B� Building Category = Il Importance Factor = 1.00� Mean Roof Height (ft) h = 25.Oift Parapet Height (ft) hp = 25.O�ft Exp. Coefficient @ h=25ft KZ = 0.70 (ASCE-7 Table 28.3-1) Exp. Coefficient @ h=25ft KZ = 0.70 (ASCE-7 Table 28.3-1) Topographic Coefficient Kn = 1.0j (ASCE-7 Figure 26.8-1) Directionality Coefficient Kd = 0.85 (ASCE-7 Table 26.6-1) a = 0.4'h = loft Corner / Edge Zone = 3 ft = 0.1L = 2a= 6FT ®ft _ .04"L qh = 0.00256 KZ Kt Kd V2 1 = 18.4 psf (ASCE Eq. 28.3-1) qp = 0.00256 KZ Kn Kd V2 I = 18.4 psf (ASCE Eq. 28.3-1) Main Force Resisting System p = qh . [(GCpf) -(GCp;)] (Low Rise Buildings -ASCE Eq. 28.4-1) Zone GCpf GCpi Design Wind Load p Windward 1 6.56� ±0.18 13.6 psf Roof 2 -0.69 ±0.18 -16.0 psf Leeward 4 -0.43I ±0.18 -11.2 psf Sidewall 5 & 6 0.45! ±0.18 11.6 psf Windward Comer 1 E 801 0j6_4 ±0.18 18.1 psf Roof Corner 2E ±0.18 -23.0 psf Leeward Corner 4E � ±0.18 -15.1 psf Windward + Leeward (Typ) 0.99 Windward + Leeward (Corner) 1.44 Parapet pp = qp ` GCpn GCpn = Components and Cladding Part 1 p = qh " [(GCp) -(GCpi)] 18.2 psf 26.5 psf (Low Rise Buildings -ASCE Eq. 28.4-2) 1.5 Windward 27.6 psf -1.0 Leeward -18.4 psf (Low Rise Buildings -ASCE Eq. 30.4-1) GCpf From ASCE Figure 28.4-1 Zone GCp GCpi Design Wind Load p GCp From ASCE Roof Typical 1 -0.90, ±0.18 -19.9 psf Figure 30.4-2A Roof Typical 1 0.20 ±0.18 7.0 psf Figure 30.4-2A Roof Edges 2 -1.10: ±0.18 -23.6 psf Figure 30.4-2A Wall Typical 4 -0.95' ±0.18 -20.8 psf Figure 30.4-1 Wall Corner (Neg) 5 -1.10 ±0.18 -23.6 psf Figure 30.4-2 Part 6 p = qh " [(GCp) -(GCp;)] (Low Rise Buildings -ASCE Eq. 30.9-1 and 30.10-1) Canopies (Typ) -1.70 -31.3 psf Canopy - From Overhang Canopies (@ Corner) -2.80 -51.6 psf values in Fig 30.4-2A Parapets Case A 1.90' 35.0 psf through 30.4-2C Smith Res 59th PICaSe B 1.70 01/05/1531.3 psf Page 6 of 31 'www.pacstructuralengneering.com APACSTRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. GRAVITY DESIGN Smith Res 59th PL. S. 01/05/15 Page 7 of 31 PAC www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. GRAVITY DESIGN Smith Res 59th PL. S. 01/05/15 Page 8 of 31 www. pacstructura'teng ineering.com STRUCTURAL ENGINEERING OONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. GRAVITY DESIGN Smith Res 59th PL. S. 01/05/15 Page 9 of 31 f RP IR T E e MEMBER REPORT 2nd, Floor: Joist rr PASSED 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16 OC Overall Length: 17' 7" I 1T 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load, Combination (Pattern) Member Reaction (Ibs) 602 @ 2 1/2" 1367 (2.25") Passed (44%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 524 @ 1' 2 3/4" 1688 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2554 @ 8' 9 1/2" 2577 Passed (99%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.450 @ 8' 9 1/2" 0.572 Passed (L/457) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.586 @ 8' 9 1/2" 1 0.858 1 Passed (L/352) 1.0 D + 1.0 L (All Spans) TJ-Pro'"' Rating N/A I N/A I -- -- Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 141 469 610 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 141 469 610 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location Spadng (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 17' 7" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD i SUSTAINABLE FORESTRY INITIATIVE 1/5/2015 8:05:16 PM Forte v4.6, Design Engine: V6.1.1.5 0885.4te Page 1 of 1 Page 10 of 31 Smith Res 59th PL. S. 01 05 15 F,0,R T E E MEMBER REPORT 2nd, bm 1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 5' 7" 5' a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 1470 @ 2" 5206 (3.50") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 998 @ 10 3/4" 3045 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1814 @ 2' 9 1/2" 2989 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 2' 9 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.051 @ 2' 9 1/2" 0.262 Passed (L/999+) -- 11.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 353 1117 1470 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 353 1117 1470 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor.Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5' 7" 10, 12.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin 1253)414-7979 pairotc@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code: IBC Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 1/5/2015 8:07:16 PM Forte v4.6, Design Engine: V6.1.1.5 0885.4te Page 1 of 1 Page 11 of 31 Smith Res 59th PL. S. 01 /05/15 F 0 R T E ® MEMBER REPORT 2nd, bm 2 garage 3 piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand® LSL Overall Length: 15' 6" 0 15• o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4956 @ 1 1/2" 11419 (3.00") Passed (43%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4163 @ 1' 2 7/8" 14817 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 18590 @ 7' 9" 27519 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.371 @ 79" 0.508 Passed (L/494) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.730 @ 7' 9" 0.762 Passed (L/251) -- 1 1.0 D + 1.0 S (All Spans) veuewun crnend: LL ty.soU) ana I L tL/L4u). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 3.00" 3.00" 1.50" 2437 2015 2519 6971 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 2437 2015 2519 6971 None Tributary Dead Roof live Snow Loans Location Width (0.90) (non-snow:l.2S) (1.15) Comments 1 - Uniform (PSF) 0 to 15' 6" 13' 15.0 20.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 15' 6" 10, 10.0 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmonlre Alvin (253)414-7979 pairotc@gmail.com ennui 11.. VUL11 rL. a Ul/UD/lb PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 1/5/2015 8:09:51 PM Forte v4.6, Design Engine: V6.1.1.5 0885.4te Page 1 of 1 Page 12 of 31 www.pacstructuralengineering.com PAC STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Lash. GRAVITY DESIGN bearing line bearing line v Smith Res 59th PL. S. 01/05/15 Page 13 of 31 F40 R T E 6' MEMBER REPORT Level, bm 1 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 6' 3" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2276 @ 0 3281 (1.50") Passed (69%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1623 @ 10 3/4" 4468 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3556 @ 3' 1 1/2" 5166 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.030 @ 3' 1 1/2" 0.208 Passed (1./999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.068 @ 3' 1 1/2" 1 0.313 1 Passed (L/999+) I -- 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. Supports Bearing Length Loads to Supports. (Ibs) , Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 1260 813 1016 3089 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 1260 813 1016 1 3089 None Tributary Dead Roof Live Snow Loads Location Width (0.90) (non-snow:1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 6' 3" 13' 15.0 20.0 25.0 Residential - Uving Areas 2 - Uniform (PSF) 0 to 6' 3" 20' 10.0 - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 0 SUSTAINABLE FORESTRY INITIATIVE 1/5/2015 8:24:42 PM Forte v4.6, Design Engine: V6.1.1.5 0885.4te Page 1 of 1 Page 14 of 31 ormin roes oyTn I-L. a. UTiUona www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. GRAVITY DESIGN Smith Res 59th PL. S. 01/05/15 Page 15 of 31 www.pacstruc-turalengineering.com PAC STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. GRAVITY DE51GN. P allow = 1500 psf 2 KLF 165* x 8' CONCRETE FOOTING w/ (2) .#4 PARS CONTINUOUS 6K 24" x 24" x 12" DEEP CONCRETE ,24 FOOTING w/ (2) #4 BA R5 - EACH 1 WAY 30" x 30" x 12" DEEP CONCRETE 9.3 K 1 FOOTING w/ (2) #4 BARS EACH 36 WAY 13.5 K i i 36" x 36" x 12" DEEP CONCRETE FOOTING w/ (3) i #4 BARS EACH WAY 18.3 K 4.2" x 42" x 112'' DEEP CONCRETE L ------ i FOOTING w/ (4) #4 BARS EACH 42 -WAY 24 K 43" x 48" x 12" DEEP CONCRETE, FOOTING w/ (5) #4 BARS EACH 48 WAY 30.3 K i i 54" x 54" x 12" DEEP CONCRETE- FOOTINr, wl (7) #4 BARS EACH WAY �FOOTING SCHEDULE Smith Res 59th PL. S. 01/05/15 Page 16 of 31 COMPANY PROJECT WoodWorkss I Jan. 6, 2014 12:021 (2)2x410ft brace.wwc Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern dl Dead lAxial 2000 (Ecce tricit = 0.51 in) MAXIMUM REACTIONS (lbs): 0' 10, Lumber n-ply, Hem -Fir, No.2, W", 2-Plys Self Weight of 2.17 plf automatically included in loads; Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 [ft]; Load combinations: [CC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial, fc = 193 Fc' = 313 fc/Fc' = 0.61 Combined (axis + eccentric Tw nt) 'q.15.4-2 = 0.76 Axial Bearing fc = 193 Fc* = 1345 fc/Fc* = 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1.00 1.00 0.233 1.150 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 Axial LC# 1 = D only, P = 2022 lbs Kf = 1.00 Eq.15.4-2 Crit.LC#= 1 Fb'= 1147 FcE= 332 Pxe/S=fc(6xe/d)= 163 (D=dead L=live S=snow W=wind 1=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. (2)2x4 braced 2000# (3)2x4 braced 3500# (2)2x6 braced 5500# (3)2x6 braced 9000# 4x4 unbraced 2500# 6x6 u n braced 6500# Smith Res 59th PL. S. 01/05/15 Page 17 of 31 1NoodWorks® COMPANY PROJECT SOFTWARE FOR WOOD DFSIGY Jan. 6, 2014 12:031 (3)2x4 1Oft brace.wwc Design Check Calculation Sheet Sizer 2004a LOADS (►bs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern dl Dead Axial 3500 itricit - 0.5 in) MAXIMUM REACTIONS (lbs): 0' 10, Lumber n-ply, Hem -Fir, No.2, W", 3-Plys Self Weight of 3.25 pif automatically included in loads; Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; This section FAILS the design check WARNING: This section violates the following design criteria: Axial+Bending Criterion Analysis Value Design Value Anal sis/Deli Axial fc = 224 Fc' = 3:1.3 fc/Fc' = 0.72 Combined (axial + eccentric mo t) q.15.4-2 = 1.03 Axial Bearingfc = 224 Fc* = 1345 IC/Fc* = 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1.00 1.00 0.233 1.150 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 Axial LC# 1 = D only, P = 3533 lbs Kf = 1.00 Eq.15.4-2 Crit.LC#= 1 Fb'= 1320 FcE= 332 Pxe/S=fc(6xe/d)= 190 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Smith Res 59th PL. S. 01/05/15 Page 18 of 31 COMPANY PROJECT Woodworks® sornv."FOR woonWit" Jan. 6, 201411:55 1 (2)2x610ft brace.wwc Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End I Location [ft] Start End Pat - I tern dl Dead Axial 5500 (Ecce4itricity = 1.01 in) MAXIMUM REACTIONS (lbs): 0' 10, Lumber n-ply, Hem -Fir, No.2, W", 2-Plys Self Weight of 3.41 plf automatically included in loads; Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 [ft]; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Anal sis/Desi n Axial fc = 335 Fc' = 673 fc/Fc' = 0.50 Combined (axis + eccentric mom t) q.15.4-2 = 0.93 Axial Bearing fc = 335. Fc* = 1287 fc/Fc* = 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1.00 1.00 0.523 1.100 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Axial LC# 1 = D only, P = 5534 lbs Kf = 1.00 Eq.15.4-2 Crit.LC#= 1 Fb'= 994 FcE= 821 Pxe/S=fc(6xe/d)= 364 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Smith Res 59th PL. S. 01/05/15 Page 19 of 31 COMPANY PROJECT WoodWorkso SOini'AREFOR WOOD DESIGN Jan. 6, 201411:561 (3)2x610ft brace.wwc Design Check Calculation Sheet Sizer2004a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End ILocation T1 Start End Pat - tern dl Dead Axial 9000 (Ecce tricit = 1.0 in) MAXIMUM REACTIONS (Ibs): 0' Lumber n-ply, Hem -Fir, No.2, 2xV, 3-Plys Self Weight of 5.11 plf automatically included in loads; Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 10.00=10.00 [ft Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDs 2001 : Criterion Analysis Value Design Value sis/Des! n Axial tc = 366 Fc' = 673 Fc' = 0.54 Combined (axial.+ eccentric mom.nt) t'q5_4-2 = 0.99 Axial Bearing fc = 366 Fc* = 1287 Fc* = 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1.00 1.00 0.523 1.100 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Axial LC# 1 = D only, P = 9051 lbs Kf = 1.00 Eq.15.4-2 Crit.LC#= 1 Fb'= 1144 FcE= 821 Pxe/S=fc(6xe/d)= 397 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 10, Smith Res 59th PL. S. 01/05/15 Page 20 of 31 Woodworks® COMPANY PROJECT SOF7WARFFOA WOOD OFSI&N Jan. 6, 2014 11:59 1 4x4 10ft unbrace.wwc Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft) Start End Pat - I tern dl Dead Axial 2500 (Ecce tricit = 0.5 in) MAXIMUM REACTIONS (ibs): I 0' 10, I Lumber Post, Hem -Fir, No.2, 4x4" Self Weight of 2.53 pif automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 10.00= 10.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 [ft]; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis value Design Value Anal sis/.Design Axial fc = 206 Fc' = 313 fc/Fc' = 0.66 Combined (axia + eccentric mom nt) q.15.4-2 = 0.89 Axial Blazing fc = 206 Fc* = 1345 fc/Fc* = 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1.00 1.00 0.233 1.150 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 1.150 - - 1.00 1.00 1 Axial LC# 1 = D only, P = 2525 lbs Eq.15.4-2 Crit.LC#= 1 Fb'= 1147 FcE= 332 Pxe/S=fc(6xe/d)= 175 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. J Smith Res 59th PL. S. 01/05/15 Page 21 of 31 WoodWorks" COMPANY PROJECT SOFTWARE FOR WOOD DEMV Jan. 6, 201412:011 6x6 10ft unbrace.wwc Design Check Calculation Sheet Sizer 2004a I LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern dl IDead Axial 6500 (Ecce tricit = 1.0 in) I MAXIMUM REACTIONS (Ibs): 0. Timber -soft, Hem -Fir, No.2, 6x6" Self Weight of 6.25 pif automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 10.00=10.00 [ft]; Ke x Ld: 1.00 x 10.00=10.00 [ft]; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial to == 217 Fc' = 405 fc/Fc' = 0.54 Combined (axial + eccentric mo t) q.15.4-2 = 0.99 f Axial-Bearing,to = 217 Fc* = 517 fc/Fc* = 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 575 0.90 1.00 1.00 0.782 1.000 - - 1.00 1.00 1 Fc* 575 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 Axial LC# 1 = D only, P = 6562 lbs Eq.15.4-2 Crit.LC#= 1 Fb'= 517 FCE= 694 Pxe/S=fc(6xe/d)= 234 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 10, Smith Res 59th PL. S. 01/05/15 Page 22 of 31 www.pacstructuratengineering.com STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. LATE[ AL DESIGN Smith Res 59th PL, S. 01/05/15 Page 23 of 31 www.pacstructuratengineering.com m - 4PAC STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. LATERAL DI shearline 2 F Smith Res 59th PL. S. A 01/05/15 D Page 24 of 31 26.5-psf (ulti) 18.2 psf (ulti) 50 psf (ulti) 0.15 _ 1 13.5 psf 6 psf 27,ft Seismic (Ibs, sq ft) WIND (Ibs, sq ft) I Atrib roof IAtrib wall IWeighttrib VEQ roof VEQ total VFx roof VFx total .7E Atrib corn I Atrib tYp I Atrib pars IVWind roof IVWind total .6W Contro 494 240 8109 1216 1216 1799 1799 1259 48 60 01 2364 2364 1418.4 Wind 494 240 8109 1216 1216 1799 1799 1259 48 60 0 2364 2364 1418.4 Wind 0 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 0 0 0 0 Wind 456 304 7980 1197 1197 1770 1770 1239 54 117 0 3560.4 3560.4 2136.24 Wind 0 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 0 0 0 0 Wind 456 304. 7980 1197 1197 1770 1770 1239 54 117 0 3560.4 3560.4 2136.24 Wind 0 0 0 0 0 0 0 0 0 Wind �ismic Height Adjustment Factor ory Weight 16218 Ibs x 0.52 3598 Ibs (V 1.48 adjustment factor 26.5 psf (ulti) 18.2 psf (ulti) 50 psf (ulti) 0.15 1 13.5 psf 6 psf 18ft Seismic (Ibs, sq ft) WIND (Ibs, sq ft) I At,;b 2nd AtOb wall Weightt,;b VEQ 2nd VEQ total VFX 2nd VFX total .7E AtOb Corn Atr;b Typ At,;b Para VW;nd 2nd V,;nd total .6W Contro 456 216 7452 1118 2334 1102 2901 2031 54 54 0 2413.8 4777.8 2866.68 Wind 456 216 7452 1118 2334 1102 2901 2031 54 54 0 2413.8 4777.8 2866.68 Wind 0 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 0 0 0 0 Wind 252 189 4536 680 1877 671 2441 1709 54 36 0 2086.2 5646.6 3387.96 Wind 252 189 4536 680 680 671 671 470 54 36 0 2086.2 2086.2 1251.72 Wind 252 189 4536 680 680 671 671 470 54 36 0 2086.2 2086.2 1251.72 Wind 252 189 4536 680 1877 671 2441 1709 54 36 0 2086.2 5646.6 3387.96 Wind 0 0 0 0 0 0 0 0 0 Wind !ismic Height Adjustment Factor ory Weight 14904 Ibs X 0.32 2204 Ibs (V 0.99 adjustment factor 26.5 psf (ulti) 18.2 psf (ulti) 50 psf (ulti) 0.15 1 13.5 psf 6 psf Seismic (Ibs, sq ft) WIND (Ibs, sq ft) I I At,ib 1st At,ib wall Weightt,;t, VEQ 1st VEQ total VFx 1st VFx total .7E At,ib Corn At,ib TYp Atrib Para VW;�d 1st VWind total .6W Contro 456 216 7452 1118 3452 551 3452 2416 54 54 0 2413.8 7191.6 4314.96 Wind 456 216 7452 1118 3452 551 3452 2416 54 54 0. 2413.8 7191.6 4314.96 Wind 0 0 0 0 0 0' 0 0 0 Wind 0 0 0 0 0 0 0 0 0 Wind 0 0 0 0 0 0 0 0 0 Wind 252 189 4536 680 2558 335 2776 1944 54 36 0; 2086.2 7732.8 4639.68 Wind 252 189 4536 680 1361 335 1006 704 54 36 0 2086.2 4172.4 2503.44 Wind 0 0 680 0 671 470 0 2086.2 1251.72 Wind 0 0 1877 0 2441 1709 0 5646.6 3387.96 Wind 0 0 0 0 0 0' 0 0 0 Wind ismic Height Adjustment Factor pry Weight 14904 Ibs 0.16 1102 Ibs h/ 0.49 adjustment factor 6904lbs Check 6904lbs 1.00 ok Lateral Design Shearwall and Holddown Design SHEARWALL CAPACITY V,t,„yie 290pif swi 431 plf SW2 563 plf SW3 723 plf SW4 2sides 862 plf SW22 2 sides 1446 pif SW33 2 sides 1724 plf SW44 HOLDDOWN CAPACITY 6/12 nailing Hd_ HD1 HDU2 2210 Ibs 4/12 nailing HD2 HDU4 3300 Ibs 3/12 nailing HD3 HDU5 4100 Ibs 2/12 nailing HD4 HDU8 5700 Ibs 4/12 nailing HD5 HDU11 8000 Ibs 3/12 nailing HDS1 MSTC28 3000 Ibs 2/12 nailing HDS2 MSTC40 4300 Ibs HDS3 MSTC52 4700lbs Roof EL 27 ft SHEARWALL DESIGN HOLDDOWN DESIGN Wall Forces(lb) Seismic (lb, plf) I Wind (lb, plf) Result Applied (Ib, lb- Resist (lb, lb-ft) Result (lb) ID LWMI L wl„ gs .7E I .6W L/H Reduction I Adjusted .7E .7v I L/H Reduction I Adjusted .6W .6v v, ,, SW Fm„ I Mxm„ DL„„ ii I DLfam;,,e I .6DL Mx_ T_ HD 1 40 21 1259 1418 1.00 1259 66 1.00 1418 75 75 swi 1418 12765.6 4000 7800 7080 141600 -3221 Not Req. 2 40 16 1259 1418 1.00 1259 52 1.00 1418.4 59 59 swi 1418 12765.6 4000 7800 7080 141600 -3221 Not Req. 0 1 0 0 0 0.22 0 0 0.39 0 0 0 5W1 0 0 0 0 0 0 0 Not Req. 0 1 0 0 0 0.22 0 0 0.39 0 0 0 SWS 0 0 0 0 0 0 0 Not Req. 0 1 0 0 0 0.22 0 0 0.39 0 0 0 SWS 0 0 0 0 0 0 0 Not Req. A 24 10 1239 2136 1.00 1239 89 1.00 2136.24 153 153 swi 2136 19226.2 2400 1080 2088 25056 -243 Not Req. no B 1 0 0 0 0.22 0 0 0.39 0 0 0 swi 0 0 0 0 0 0 0 Not Req. no 1 0 0 0 0.22 0 0 0.39 0 0 0 swi 0 0 0 0 0 0 0 Not Req. D 24 9 1239 2136 1.00 1239 83 1.00 2136.24 142 142 swi 2136 19226.2 2400 1080 2088 25056 -243 Not Req. 0 1 0 0 0 0.22 0 0 0.39 0 0 D SW, 0 0 0 0 0 0 0 Not Req. 2nd Floor 18 ft SHEARWALL DESIGN HOLDDOWN DESIGN Wa-1-1-7 Forces(lb) I Seismic (lb, plf) I Wind (lb, plf) Result Applied (Ib, Ib- Resist (Ib, Ib-ft) Result (lb) ID LW,N I.e�„i„r, .7E I .6W L/H Reduction Adjusted .7E .7v L/H Reduction Adjusted .6W .6v vm„ SW F_, I Mx_ DL,,,, Dl-ft- 8 .6DL Mx,. Tx,,,, T_ HD 1 40 28.5 2031 2867 1.00 2031 177 1.00 2867 249 249 SW3 2867 51600.2 4000 1440 3264 65280 -342 -3563 Not Red. 2 40 10 2031 2867 1.00 2031 68 1.00 2867 96 96 swi 2867 51600.2 4000 1440 3264 65280 -342 -3563 Not Req. 0 1 0 0 0 0.11 0 0 0.19 0 0 0 SW1 0 0 0 0 0 0 0 0 Not Req. 0 1 0 0 0 0.11 0 0 0.19 0 0 0 SWl 0 0 0 0 0 0 0 0 Not Req. 0 1 0 0 0 0.11 0 0 0.19 0 0 0 SWl 0 0 0 0 0 0 0 0 Not Req. A 24 11 1709 3388 1.00 1709 131 1.00 3388 261 261 swi 3388 60983.3 2160 3600 3456 41472 813 570 HDS1 B 24 0 470 1252 1.00 470 20 1.00 1252 52 52 swi 1252 22531 2160 3600 3456 41472 -789 -789 Not Req. C is 0 470 1252 1.00 470 31 1.00 1252 83 83 swi 1252 22531 2160 3600 3456 25920 -226 -226 Not Req. D 20 0 1709 3388 1.00 1709 85 1.00 3388 169 169 swi 3388 60983.3 2160 3600 3456 34560 1321 1078 HD1 0 1 0 0 0 0.11 0 0 0.19 0 0 0 SW1 0 0 0 0 0 0 0 0 Not Req. Smith Res 59th PL. S. 01/05/15 Page 28 of 31 Lateral Design Shearwall and Holddown Design SHEARWALL CAPACITY HOLDDOWN CAPACITY V,b,w,bi, 290 plf SWl 6/12 nailing Hd,,,„ HDl HDU2 2210 Ibs 431 plf SW2 4/12 nailing HD2 HDU4 3300 Ibs S63 plf SW3 3/12 nailing HD3 HDUS 4100 Ibs 723 plf SW4 2/12 nailing HD4 HDU8 5700 Ibs 2 sides 862 plf SW22 4/12 nailing HD5 HDU11 8000 Ibs 2 sides 1446 plf SW33 3/12 nailing HDS1 MSTC28 3000 Ibs 2 sides 1724 plf SW44 2/12 nailing HDS2 MSTC40 4300 Ibs HDS3 MSTC52 4700lbs 1st Floor E 9.ft SHEARWALL DESIGN HOLDDOWN DESIGN Wall Forces (lb) Seismic (lb, plf) Wind (lb, plf) Result Applied (lb, lb- Resist (lb, lb-ft) Result (lb) ID LW,ii L,p i m .7E .6W L/H Reduction Adjusted .7E .7v L/H Reduction Adjusted .6W .6v v,,„ SW Fm,„ I Mx_ DL„ ii Dl-f..j,e .6DL Mx_ Tx... Tm,„ HD 1 40 3� 2416 4315 1.00 2416 65 1.00 4315 117 117 SWl 4315 38834.6 4000 1440 3264 65280 -661 -4224 Not Req. 2 40 4 2416 4315 1.00 2416 67 1.00 4315 120 120 SW1 4315 38834.6 4000 1440� 3264 65280 -661 -4224 Not Req. 0 1 0. 0 0 0.11 0 0 0.19 0 0 0 SW1 0 0 0 0 0 0 0 0 Not Req. 0 1 0 0 0 0.11 0 0 0.19 0 0 0 SWl 0 0 0 0. 0 0 0 0 Not Req. 0 1 0 0 0 0.11 0 0 0.19 0 0 0 SWl 0 0' 0 0 0 0 0 0 Not Req. A 24 4, 1944 4640 1.00 1944 97 1.00 4640 232 232 SWl 4640 41757.1 2166 3600 3456 41472 12 582 HD3 B 24 8 704 2503 1.00 704 44 1.00 2S03 156 156 SW1 2503 22531 2160 3600 3456 41472 -789 -1578 Not Req. Smith Res 59th PL. S. 01/05/15 Page 29 of 31 www.pacstructuralengineering.com STRUCTURAL .ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. LATERAL DESIGN Retaining Wall Design w Seismic Soil Surch Ap ht t b I Seismic 315 �- Key ht wall Wall Height, ht 9 ft Bearing Pressure = 1500 psf B Wall Width, w 8 in Active Eq Fluid wt = 35 pcf Wall Length 12 in Passive Fluid Wt = 250 pcf Footing Depth, t 0.6666667 ft Fp = .4SosWp = 356 plf Footing Width, b 1 ft Coeff Friction 0.30 Footing Length, 1 4 ft S = 2.6667 ftA3 Heel 1.6666667 ft A = 4 ftA2 Toe 1.67 ft Key Ht = 0 ft Surcharge 5 ft Soil Above footing = 0 ft Vertical Loads and Resisting Moments Location Load Type TW Magnitude P Dist, D. Dist Mres Dist from M ft plf k ft k-ft B about B k-ft P1 Bldg DL 1 0.00 D1 2.00 0.00 0.00 0.00 P1 Bldg LL 1 0.00 D1 2.00 0.00 0.00 0.00 P2 Wall DL 1 300 0.30 D2 2.00 0.60 0.00 0.00 P2 Wall Pier DL 1 300 0.30 D2 2.00 0.60 0.00 0.00 P3 Soil DL 1 1900 1.90 D3 3.17 6.02 1.17 2.22 P4 Soil DL 1 3126 3.13 D4 5.83 18.22 3.83 11.97 P5 Ftg DL 1 400 0.40 D5 2.00 0.80 0.00 0.00 Load Case D + L + E/1.4 (IBC 16-20) 6.03 26.24 14.19 0.9D + E/1.4 (IBC 16-21) 5.42 23.61 12.77 Horizontal loads and Overturning Moments Location Load Type TW Magnitude P Dist, W. Dist Movt ft plf klf ft k-ft Ap H 1 Varies 1.81 W 1 3.39 6.13 Surch H 1 1691.6667 1.69 W2 4.8333 8.18 Wall Eq 1 356 0.36 W3 5.1667 1.84 Soil Eq 1 1095 1.10 W4 5.8 6.35 Load Case (Theses two cases use Active/At rest soil pressure) D + L + E/1.4 + H (IBC 16-20) 3.76 15.62 0.9D + E/1.4 + H (IBC 16-21) 3.76 15.62 Load Case (Theses two cases use Seismic soil pressure) D + L + E/1.4 + H (IBC 16-20) 2.73 14.03 0.91) + E/1.4 + H (IBC 16-21) 2.73 14.03 Governing Cases D + L + E/1.4 + H (IBC 16-20) 3.76 15.62 Active/At Rest Case Governs 0.9D + E/1.4 + H (IBC 16-21) 3.76 15.62 Active/At Rest Case Governs Check Overturning 0.9D + E/1.4 (IBC 16-21) Mres = 24 k-ft FS = 1.51 OK Movt = 16 k-ft Smith Res 59th PL. S. 01/05/15 Page 30 of 31 Pwww.pacstructuralengineering.com ACSTRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. LATERAL DESIGN 2980 4305 4745 5860 2215 3285 4065 5665 8045 290 431 563 723 HOLDOWN SCHEDULE END COLUMN STUD CONNECTION ANCHOR BOLTS / FLR ANCHOR BOLTS / FLR MARK SIMPSON MODEL TO FLR BOLTS TO FLR BOLTS STUDS POST BOLTED NAILED HDS1 MSTC28 DBL 2x 4x (16) 16d HDS2 MSTC40 DBL 2x 4x (36) 16d HDS3 MSTC52 DBL 2x 4x (48) 16d HDS4 MSTC66 DBL 2x 4x (68) 16d HD1 HDU2 DBL 2x 4x (6) 2 J¢' SOS SSTB14 46 x 5' HD2 HDU4 DBL 2x 4x (10) 2 Xx' SOS SSTB14 46' x 5' HD3 HDU5 DBL 2x 4x (14) 2 1J' SOS SST616 §6" x 5" HD4 HDUB 4x (20) 2 Xz" SOS SSTB24 OR SB7/8x24 36" x7" HD5 HDU11 6x (30) 2)4" SIDS SB1x30 1' x10' HD6 HDU14 6x (36) 2 Ji' SOS SB Ix30 i' x14' NOTES: 1. ANCHOR BOLTS ASSUMES CONCRETE STEM WALL / SLAB AS SINGLE POUR. 2. ALL HOLDOWNS TO BE MANUFACTURED BY SIMPSON STRONG —TIE CO. OR EQUAL (APPROVED BY ENGINEER). REFER TO CURRENT MANUFACTURERS CATALOG FOR ADDITIONAL FASTENING REOUIREMENTS. 3. ANCHOR BOLTS TO BE A307. FLOOR TO FLOOR CONNECTIONS, BOLTS TO BE A36 THREADED RODS. 4. IN LIEU OF 7/8.0 SIMPSON SSTBL28, 7/8.0 HAS RODS IN HILTI HVA EPDXY W/ 14' EMBEDMENT ACCEPTABLE, 5. IN LIEU OF 1'0 SIMPSON L—BOLT, 1"0 HAS ROD IN HILTI WA EPDXY W/ 18' EMBEDMENT ACCEPTABLE. 6. ANCHOR BOLTS TO HAVE 2'x2'x1/4' PLATE WASHER WITH DOUBLE NUTS. SHEARWALL SCHEDULE SHEARWALL CONSTRUCTION SIMPSON A35 BOTTOM PLATE MINIMUM NAIL SPACING MARK CONNECTION TO CONNECTION TO FRAMING SHEATHING TOP PLATE WOOD (TO CONIC) MEMBER EDGE FIELD 16d ® 4"OC SW1 %6" APA R.S. 6" 12" 16"OC (MASAP ® 30"OC) 2x 2x, 3x AT 16d ® 3"OC ABUTTING SW2 34" APA R.S. 4" 12" 12"OC (MASAP ® 20"OC) PANELS 16d ® 3"OC SW3 ?ti6" APA R.S. 3" STAGGERED 12" 9"OC (MASAP ® 14"OC) 3x 2 ROWS 16d @ 4"OC SW4 �6" APA R.S. 2" STAGGERED 12" 7"OC (MASAP ® 12"00 3x SW5 SIMPSON STRONG WALL — DOUBLE WALL GARAGE PORTAL SYSTEM TYPE SW 22x. SEE NOTE 6 SW6 SIMPSON STRONG WALL — SINGLE WALL GARAGE PORTAL SYSTEM TYPE SW 22x. SEE NOTE 6 NOTES: 1. BLOCKING REQUIRED FOR ALL SHEARWALLS. SOLID BLOCKING SHALL BE INSTALLED AT ALL HORIZONTAL SHEATHING PANEL BUTT JOINTS. 2. NAILS TO BE 10d COMMON. 3. SILL PLATE TO BE PRESSURE TREATED 3x AT ATTACHMENT TO CONCRETE. 4. RESILIENT CHANNELS (R/C) SHALL NOT BE USED BETWEEN SPECIFIED SHEATHING AND STUDS AT SHEARWALLS. 5. AT PERFORATED SHEARWALLS, STRAP WITH CS16 STRAPS ABOVE AND BELOW OPENING EXTENDING 18" BEYOND OPENING EACH SIDE. 2x BLOCKING BEHIND STRAP SHALL BE PROVIDED. 6. REFER TO SIMPSON CATALOG FOR SIMPSON GARAGE PORTAL SYSTEM INSTALLATION INSTRUCTIONS. Smith Res 59th PL. S. 01/05/15 Page 31 of 31 STRUCTURAL 1k. NGINEERING 1-17 L S'F'RUG7URAL EiVGINk"MNG CONSULTANT U Innovative Engineering, Built To Last. PROJECT: SMITH IZE�51dF-QCe 143XXX 5c TH PL 15 IUKWILA, WA %I$5 FRONT DECK REVISION JOB NO.: ; REVISION. 7,N01,- PREPARED FOR: 00 oo 0 o CR5CADE DRAFTING & DE516N CASCADE-DRAFTING.COM 360-161-8653 0 0 00 00 PREPARED BY: ALVI N CHONGMONTRE, P.E. b ts-- 00)'4'-b REVIEWED FOR CODE COMPLIANCE APPROVED SEP 15 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 10 2015 PERMIT CENTER Smith Res Front Deck Tukwila, WA 07/30/15 Page 1 of 12 wvtirw. pacsE�wc��ra teng>Inee��ny.�,�m STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last, DESIGN CRITERIA Smith Res Front Deck Tukwila, WA 07/30/15 Page 2 of 12 www.pacstructuraiengineenng.com PAC, STRUCrU ML ENGINEERING CONSULTANT STRUCTURAL ENGINEERING innovative Engineering, Built To Last. DESIGN CRITERIA Load Design Criteria Summary Dead Loads Roof Roofing Material (composition) Insulation (6" Glass Batt @ 0.1 lb/in) Sheathing (1/2" Plywood) Roof Joists/Truss (@ 24" o.c.) Mechanical & Electrical Allowance Ceiling Assembly 5/8" Gypsum board Floor Floor Finish Allowance 3/4" Sheathing (or similar) Floor Joists (TJI 110 @ 16" o.c.) Insulation (6" Glass Batt @ 0.1 lb/in) Mechanical & Electrical Allowance Ceiling Assembly 5/8" Gypsum board Wood Stud Wall 2 x 6 Studs @ 16" O.C. 15/32" Sheathing 5/8" Gypsum Board Live Loads Roof Live Load (snow) Floor Live Load (Reducible) Deflection Criteria Floor LL Floor DL + LL Roof LL Roof DL + LL 2.9 psf 0.6 psf 1.5 psf 5 psf (Deck DL) 2.2 psf 5 psf 2.8 psf 15 psf (Beam DL) 1.8 psf 2.3 psf 5.4 psf (Deck DL) 2.5 psf 0.6 psf 2 psf 2.8 psf 12.0 psf (Beam DL) 1.7 psf 1.5 psf 2.8 psf 6 psf 25 psf 40 psf L/360 L/240 L/240 L/180 Smith Res Front Deck Tukwila, WA 07/30/15 Page 3 of 12 PAC STRUCTURAL ENGINEERING www.pacstructuraleng neering.com smuci'um ENGINF RING CONSULTANT Innovative Engineerrng, Built To fast. GRAVITY DESIGN Smith Res Front Deck Tukwila, WA 07/30/15 Page 4 of 12 ,'._... Apr ,_. A STRUCTURAL ENGINEERING GRAVITY DESIGN STRtfC►' M ENGINEERING WNSULTANT Innovative Engineering, Built To Last. -is JPrfmax = 0.8 k 2x4 @ 24 ok. Prfmax = 1.6 k span top chord. 1721MMM ]DECK 'ROOF FRAMING PLAN Smith Res Front Deck Tukwila, WA 07/30/15 Page 5 of 12 '2 F 0 R T E o MEMBER REPORT roof, Roof.Joist 1 piece(s) 2 x 4 Hem -Fir No. 2@ 24" OC PASSED 0 5 5' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 230 @ 2 1/2" 2126 (3.50") Passed (11%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 184 @ 6 3/4" 604 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 275 @ 2' 9 1/2" 430 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.135 @ 2' 9 1/2" 0.280 Passed (L/497) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.223 @ 2' 9 1/2" 1 0.373 1 Passed (L/301) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1./240) and TL (L/180). • Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS 2005 methodology. Supports —Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 -Beveled Plate -SPF 3.50" 3.50" 1:50" 91 140 231 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 911 140 1 231 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 5' 7" 24" 15.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairolc@gmaii.com System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO Member Pitch: 5/12 SUSTAINABLE FORESTRY INITIATIVE 7/29/2015 10:10:24 PM Forte v4.6, Design Engine: V6.1.1.5 0885 deck.4te Page 1 of 1 Page 6 of 12 5mlin KeS t-ront ueCK I UKWna, VVFI UtlJUII5 F F 0 R T E 0 MEMBER REPORT roof, Roof: Drop Beam 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 12' 7" r 12' roc All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 795 @ 2" 5206 (3.50") Passed (15%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 682 @ 10 3/4" 3502 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2372 @ 6' 3 1/2" 3438 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.214 @ 6 3 1/2" 0.613 Passed (L/688) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.360 @ 6' 3 1/2" 0.817 Passed (1.1408) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (1./180). • Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available I Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 324 472 796 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 324 472 796 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 12' 7" 3' 15.0 25.0 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmail.com System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 T SUSTAINABLE FORESTRY INITIATIVE 7/29/2015 10:11:44 PM Forte v4.6, Design Engine: V6.1.1.5 0885 deck.4te Page 1 of 1 Page 7 of 12 Smith Res Front Deck Tukwila, WA 07 30/15 1k FR.A'r-IING-� = jk = 1k L Smith Res Front Deck Tukwila, WA 07/30/15 Page 8 of 12 (W:;;A FORTE" MEMBER REPORT floor, Floor: Joist PASSED 1 piece(s) 2 x 6 Hem -Fir No. 2@ 16" OC Overall Length: 5' 7" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. a 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 186 @ 2 1/2" 1367 (2.25") Passed (14%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 142 @ 9" 825 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 231 @ 2' 9 1/2" 801 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.032 @ 2' 9 1/2" 0.172 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.041 @ 2' 9 1/2" 0.258 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Prot" Rating N/A N/A • Deflection criteria: LL (I/360) and TL (11240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos 2005 methodology. • No composite action between deck and joist was considered in analysis. Supports Beating Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 45 149 194 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 45 149 194 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. — Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5' 7" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmail.com Smith Res Front Deck Tukwila, WA 07/30/15 System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 7/29/2015 10:15:13 PM Forte v4.6, Design Engine: V6.1.1.5 0885 deck.4te Page 1 of 1 Page 9 of 12 F 0 R T E ° MEMBER REPORT floor, Floor: Drop Beam 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 11' 7" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 951 @ 2" 5206 (3.50") Passed (18%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 777 @ 1' 3/4" 3885 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2598 @ 5' 9 1/2" 4492 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.117 @ 5' 9 1/2" 0.375 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.160 @ 5' 9 1/2" 0.563 Passed (1-/843) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1./360) and TL (1.1240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculators are based on NDS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1- Stud wall - SPF 3.50" 3.50" 1.50" 256 695 951 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 256 695 951 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 11' 7" 3' 12.0 40.0 Residential - Living Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD nA l SUSTAINABLE FORESTRY INITIATIVE 7/30/2015 7:25:42 PM Forte v4.6, Design Engine: V6.1.1.5 0885DE-1.4TE Page 1 of 1 Page 10 of 12 Smith Res Front Deck Tukwila, WA 07/30/15 www.pacstructuralengineering.com PAS STRUCTURAL ENGINEERING CONSULTANT STRUCTURALInnovativeEngineering, ENGINEERING 1Built To Last. GRAVITY DESIGN miv O_ I AN 1 � Q ZOO 1 � Smith Smith Res Front Deck Tukwila, WA 07/30/15 Page 11 of 12 Wo )dWorks® COMPANY PROJECT SOFT WARE FOR WOOD DESIGN Jan. 6, 2014 12:01 6x6 1Oft unbrace.wwc Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type � Distribut ion Magnitude Start. End i Location.[ft] Start _End_.tern Pat - dl_.Dead Axial 6500 ¢Ecce tricit . = 1.0 in) 0' 10' Timber -soft, Hem -Fir, No.2, 6x6" Self Weight of 625 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 10.00= 10.00 [ft]; Ke x Ld: 1.00 x 10.00=10.00 [ft]; Load combinations: IGC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion AiaaX. ss: Value i :Desi. Value ;Anal "szs/..Aesigi' i fc' 217 Fc' - 405 _ Icl7'c" = 0;154 Combined (axis;: +eccentric mo nt) q.15.4-2 = 0.99 . Axial :Bearing=; .le •21'7__Fc* 5.17, fc/Fc* _. 4.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 575 0.90 1.00 1.00 0.782 1.000 1.00 1.00 1 Fc* 575 0.90 1.00 1.00 � 1.000 � 1.00 1.00 2 Axial LC# 1 = D only, P 6562 lbs Eq.15.4-2 Crit.LC#= 1 Fb'= 517 FcE= 694 Pxe/5=fc(6xe/d)= 234. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Smith Res Front Deck Tukwila, WA 07/30/15 Page 12 of 12 www.pacstructuralengineering.com STRUCi URAL ENGINEERING Innovative Engineering, Built To fast. 12 May 2015 Jeff King & Brandon Keller 26918 SE Mud Mtn. Rd. Enumclaw, WA 360-761-8653 bra ndonkeller77@yahoo.com RE: Letter requested regarding confirmation of retaining wall design Site Address: 143XXX 591h PI. S., Tukwila, WA 98188 Dear Mr. King and Mr. Keller, Per your request, PAC Structural Engineering has been asked to provide a letter reconfirming that the basement retaining wall design for the single family house has accounted for the unbalance loading condition of the soil. The retaining wall/footing design per detail 8/S4 has been designed to account for the unbalance loading condition. The design has accounted for the soil pressure from the exterior side while a livable open space on the interior side. Please let me know if you have any further questions. Regards, l Pairot Alvin Chongmontre, P.E. PAC Structural Engineering, LLC 5324 35th St. E. Fife, WA 98424 253-414-7979 RECEIVED CITY OF TUKWILA MAY 2 6 2015 PERMIT CENTER GEOTECH CONSULTANTS, INC. 13256 NE 201" St, Suite 16 Bellevue, WA 98005 14201 — 59t' Place South J.D. King Construction 425-747-5618 FAX 425-747-8561 www.geotechnw.com Tukwila Jeff King DAILY FIELD REPORT 14298 n 1300 1130 5/5/15 & 5l8/15 1400 1200 Tuesday &Friday 2.0 + 1.5 Clear, dry R.B. Smith 32+20 1 of 1 - Fr f $ Rg f > Representatives of Geotech Consultants visited the site to observe the foundation excavation for the new house. At the time of our arrival, a silt fence had been erected to the east of the house location, the building area had been cleared, and the excavation for the new basement structure was substantially complete. Using a measuring tape, we first verified that the planned foundations were to be located over 15 feet from the crest of the steep slope. This conforms to our recommendations. The excavation had extended through old fill, topsoil, and heavily -weathered soil to reach medium -dense to dense, silty sand. This soil is acceptable for the recommended 3,000psf design bearing capacity. It was necessary to excavate the northeastern corner deeper, as the bearing dropped away over a small area. We returned to the site on May 8, 2015 to verify that this had been accomplished. The excavation in this corner extended to a depth of approximately 5 feet below the existing grade. The new footings can be stepped down with the excavated steps in the bearing soils. bps- OW_�' RECEIVED CITY OF TUKWILA MAY 2 6 2015 PERMIT CENTER WON�g Rbsmith08(cbhotmai1.com; jdkingconst@hotmail.com� /4 (Marc R. McGinnis) " PLAT -&~SITE CIVIL DESIGN�`LLC July 11, 2016 David McPherson City of Tukwila 6300 Southcenter Blvd, #100 Tukwila, WA 98188 Re: Building Permit D15-0026, 14234 159th Ave S Downspout Pump Dear Mr. Gehrke: JUL 13 2016 TUKWILq PUBLIC WORKS The task is to verify that the pump proposed is adequate for the purpose of pumping runoff from the roof and driveway. 1) The roof area is 40x24. Driveway is 1805. Total area = 1590 sf = 0.0365 A. Runoff volume is calculated using KCRTS*, the King County stormwater program, as 0.04 cfs = 17.95 gpm at 50-yr storm. See computer output following this letter. 2) The footing drains will reportedly be routed to the same sump as the downspouts. The volume of water from footing drains is conservatively estimated (i.e., on high side) as 0.1 * the volume of roof runoff, = 1.8 gpm. 3) Total runoff to be pumped roof + driveway + footing = 20 gpm @ 50-yr storm. 4) The pump proposed is Pentair Hydromatic V-A1. The pump has already been installed. The capacity was reportedly measured by the contractor against the head at which will pump will operate, at 24 gpm pumping against head of 16 ft. * The volume of runoff was initially calculated using W WHM 12, the State stormwater program. The output is included on the last pages of this letter. The runoff volume WWHM12 shows is 0.018 cfs = 8 gpm. Engineering judgment suggests tome that this is too low for the 50 yr flow. Consequently, the volume calculated by KCRTS is used instead. I have no explanation for the discrepancy. Perhaps I was operating WWHM12 improperly. Office: 1036 Cole St Mail: 37702 28d' PI SE Enumclaw, WA 98022 Tel (253) 334-6990 email dennis@platandsitecivildesign.com The pump curve (attached) shows 27 gpm against 16 ft of head. Actual measurement vs pump curve therefore matches. Conclusion: The Pentair Hydromatic V-A1 capacity of 24 gpm is > runoff from roof + driveway + footing drains of 20 gpm. Note: This letter is not intended to address the management of runoff from the pump discharge point. Respectfully, Plat & Site Civil Design, LLC Dennis Alfredson, P.E. cc: Randy Smith R B Smith Development P.O. Box 68276 Seattle 98168 TV.RTLMFlrAVRa - -7Tx3x6DF�PcaKF�D ___---- — — A9CKD15CHdRG8R0lx POD O � / - - --- -- ,' GOF.IC. DRIVE Typ' �42DZ2 'E 49.97' -raw cow5TRUC.TIGJ F-: PER DETAIL THIS 5HE E— CATCH 6451FJ G.� `' RIM F-L-126W �t/ H PL 5 RIM EL:J qJ 1 H Q V � � � S�iNA�i _ 124.9h I.e W W5 m 114.9+ FWE Fh PRAWT 0 10' qL Fs 5GALE, vo4ZA I PLWAk KCRTS Program ... File Directory: C:\KC_S WDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.04 0.00 0.000000 Impervious smithpre.tsf T 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies smithpre.tsf smithpre.pks Flow Frequency Analysis Time Series File: smithpre.tsf Project Location: Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.017 6 8/27/01 18:00 0.043 1 100.00 0.990 0.012 8 9/17/0217:45 0.033 2 25.00 0.960 0.033 2 1.2/08/0217:15 0.023 3 10.00 0.900 0.01.4 7 8/23/0414:30 0.019 4 5.00 0.800 0.01.8 5 10/28/0416:00 0.018 5 3.00 0.667 0.019 4 10/27/0510:45 0.017 6 2.00 0.500 0.023 3 10/25/06 22:45 0.014 7 1.30 0.231 0.043 1 1/09/08 6:30 0.012 8 1.10 0.091 Computed Peaks 0.040 50.00 0.980 Servicing should be per- formed only by an authorized Hydromatic service center. WARNING: Always disconnect the pump from power source before handling or making any adjustments. Always wear rubber boots when there is water on the floor and you must unplug the pump or make any adjustments. NOTE: Automatic thermal overload protects the sealed - in -oil motor. Running dry may overheat the motor and activate the overload protector until the unit cools. Pump does not run or just hums. 1. Line circuit breaker may be off, blown or loose. 2. Water level in sump may be too low to activate automatic float or diaphragm switch. 3. Pump and/or switch cord plug may .not be making contact in receptacle. 4. If pump is using the series (piggyback) cord plug, the two plugs may not be plugged tightly together. 5. Float may be stuck. Be sure float operates freely in basin. 6. If the unit is being operated by the optional float control switch, unplug the pump from the piggyback receptacle and plug the pump directly into the power source. If the pump starts each time it is plugged directly into the receptacle and does not start each time when plugged into the piggyback switch with the float remised up to a start position. replace the complete piggyback switch assembly and retest E&ith new assembly. 7. If all symptoms check OK, motor winding may be open: take to authorized service center for check. Pump runs but does not deliver water. 1. Check valve mac be installed backward. Array on valve points in direct on of flow. 2. Discharge sate waive. if used. may be closed. 3. Pump may be air locked. Start and stop several r:mes by plugging and unplutsirrg cord. Check vent hole in pump case for plugging. HYDROMATIC pumps have a small air vent hole in the im- peller cavity to let out trapped air. If this hole becomes plugged, pump may air lock. To break the air lock, use a small screwdriver to clear hole in the impeller cavity. As a secondary precaution in installations of this type — 1/16" hole should be drilled in the discharge pipe below the check valve. The check valve should be 12 to 18 inches above pump dis- charge. Do not put check valve directly into pump discharge opening. NOTE: In sumps where the pump is operating daily, air locking rarely occurs. 4. Pump head may be too high. Pump cannot deliver water over 25' -vertical lift. Horizontal distance does not affect pumping, except for friction loss through the pipe. 5. Inlet in pump base may be clogged. Remove pump and clean out openings. 6. Impeller or volute openings may be plugged or partially plugged. Remove pump and clean out. Pump runs and pumps out sump but does not stop. 1. Float is stuck in up position. Be sure float is not hung up and operates freely in basin. 2. Switch contacts may be stuck; 1—MISOMEu!!■■■■ ■!■■Ginn■■■■ ■ ru meters/hr 0 10 12 From: "randy smith" <rbsmith08()hotmail.com> To: "den nis(c0latandsitecivildesign.com" <dennis()platandsitecivildesiQn.com> Sent: 4/22/2016 2:59:51 PM Subject: RE: single family downspout/roof drain pump to CB at 14234 59th Ave South - Tukwila We did a test on how much water pumped out of the barrel and came up to 24 gallons a minute. From the chart included it is almost the same so that number should be accurate. WWHM2012 PROJECT REPORT Project Name: default[6] Site Name: R Smith Site Address: City : Tukwila Report Date: 7/11/2016 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version : 2015/03/18 Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS MOD 0.0365 Impervious Total 0.0365 Basin Total 0.0365 Element Flows To: Surface Interflow MITIGATED LAND USE Name . 0.0 Bypass: No Groundwater Groundwater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS MOD 0.0365 Impervious Total 0.0365 Basin Total 0.0365 Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.0365 Mitigated Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.0365 Flow Frequency Return Periods Return Period Flow(cfs) 2 year 0.010159 5 year 0.012712 10 year 0.014469 25 year 0.016771 50 year 0.018549 100 year 0.020383 This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2016; All Rights Reserved. City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 19, 2015 JEFF KING PO BOX 331 MILTON, WA 98354 RE: Correction Letter # 1 to Revision #1 COMBOSFR Permit Application Number D15-0026 SMITH RESIDENCE - 14234 59 AVE S Dear JEFF KING, 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. The revision is not clear. Revisions shall include previous plan view section clouded with the new proposed design clearly identified or clouded. Provide plans and documents that clearly show the revised plan with revised elevations. Clearly cloud or identify which structural framing details pertain to the revision. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, -- "- �—�j Bill Rambo Permit Technician File No. D15-0026 63on SnllthrOntPr Rinilavnrd St/it0 Y1Inn • Tu" iln Wnchin amn 9R7RR • Phnno ?n6-437-367n w Fay ?n6-a31-Wi City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 31, 2015 JEFF KING PO BOX 331 MILTON, WA 98354 RE: Correction Letter # 3 COMBOSFR Permit Application Number D15-0026 SMITH RESIDENCE - 14234 59 AVE S Dear JEFF KING, 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 following departments: BUILDING - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l lx17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current wet signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current wet signed stamp -seal. (BUILDING REVIEW NOTES) 1. The fireplace bump out shows relocated to the north side of the house. However there are no framing details in the engineering or architectural plans. In addition the details page A5 has deck framing details where the plan shows no decks. For clarification remove or cross out any details not used for this project and only provide the details relative to this project. Provide framing details with all dimensions for the fireplace bump out. 2. For clarification, provide framing dimensions on the floor plan to ensure the stairways and adjacent hallway (upper floor plan) shall be a minimum of 36" wide to finish GWB. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3670. Sincerely, Megan Par I s Permit Tec ician File No. D15-0026 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 18, 2015 JEFF KING PO BOX 331 MILTON, WA 98354 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0026 SMITH RESIDENCE - 14234 59 AVE S Dear JEFF KING, 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current wet signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current wet signed stamp -seal. (BUILDING REVIEW NOTES) 1. The revised plans have been reduced in size and no longer are to scale. Provide revised plan set full size and to scale. 2. Registered engineers and architects providing documents and plans shall have original wet stamp and signature on those documents they provide. Copied stamps are not allowed. Provide the Geotech engineers documents and site studies wet stamped and signed by the engineer. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • Correction letter #1 requested that building elevations show the roof pitch (minimum of 5:12) - revised plans do not show the roof pitch. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, 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. Ai i/10.Qnathrmtor RniJovn ril .Giito fflno • Tulnwiln Wd h;s to OR 1RR a Ph— 7OK-4?L?K7l1 If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D15-0026 6300.Cnuthponror Pm,1avnrd .Chit,,dd1M a Tvlruiiln Wnch;—f— OR1RR • Ph—')/lF,-d71-2F7n a 1_2l�S GEOTECH CONSULTANTS, INC. Memo To: Randy Smith Co.: Address: RE: Disposal of Footing Drain Water Proposed Residence 14201 — 59P Place South Tukwila, WA 13256 NE 20th Street, Suite 16 Bellevue, WA 98005 (425) 747-5618 FAX 747-8561 JN: 14298 Bum Marc R. McGinnis, P.E. Date: March 5, 2015 Email: rbsmith08@hotmaii.com From our discussion with Jeff King of J.D. King Construction, we understand that water from the roof downspouts of the new house will be discharged to the storm drain located in 59U' Place South. Considering the potential large volumes of water from the roof, and the proximity of the steep, eastern slope, it is our professional opinion that this is appropriate. The footing drains will be located lower than the level of the street, and we expect them to collect only infrequent, very small amounts of water. Based on the low moisture content of the soils encountered in the test pits, the potential for groundwater being collected by the footing drains is negligible. As a result, it is our professional opinion that the footing drains could be discharged to rock -filled drywells located to the north and south of the house, and situated at least 15 feet from the steep slope. These drywells can consist of 2-foot square, 2-foot deep holes filled with drain rock. The drain rock could be covered with a layer of non -woven filter cloth and up to 12 inches of topsoil. The use of drywells to dispose of the footing drain water should not adversely impact the stability of the eastern steep slope. Please contact us if you have any questions regarding this memo, or if we can be of further .assistance. r ISTE��'0 NAL Sx4 3/f/i s CORRE TION LTR# bl'S7---00ab cc: J.D. King Construction jdldngconsi@hotmaii.com RECEIVED CITY OF TUKWILA MAR 1, 1 2015 PERMIT CENTER • Page 1 M City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 26, 2015 JEFF KING PO BOX 331 MILTON, WA 98354 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0026 SMITH RESIDENCE - 14234 59 AVE S Dear JEFF KING, 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. This site has a number of concerns and recommendations as specified in the geotechnical report. The plan notes have basic general notes to follow geotechnical (GEO) report specifications. The specific recommendations from the geotechnical report shall require, specific details and notes on the plan details for the foundation waterproofing and foundation footing drains as follows: a. Foundation retaining walls shall require a method of water proofing and vapor retarders as indicated on page 4 paragraph 1 and page 6 "Waterproofing" of the GEO report. Type of waterproofing and vapor retarding materials and specific installation details shall be provided on the plan for foundation work as prescribed by the geotechnical engineers report. b. Specifications and details shall be shown on the plan for foundation drains for the removal of ground water around the foundation. The GEO report has recommendations that shall be shown in detail, some of which may require installation of sumps for pumping out the water. (See page 8 and 9 GEO report) The foundation drainage shall also be shown on the site plan indicating where that water shall be disbursed. c. Portions of the foundation shall require R-10 insulation with specifications for protecting any exposed portions of the insulation. Also since the basement as a conditioned space, shall require specifications for insulating the basement walls and basement floor. This shall be clearly shown on the plan details. 2. Revise elevation sheet to show North, East, South and West sides of the house (pg. A2). 3. The site plan shows a bump out for the fireplace where it crosses over the 5 foot boundary setback. Revise the plan to remove or adjust that bump out to not extend past the required setback. Roof overhangs are the only part of a building that is allowed to extend no more than 24 inches into the setbacks. 4. Roof pitch is indicated as 4/12 pitch. Revise pitch of roof to be a minimum of 5/12 pitch per Tukwila municipal code requirements. 6300 Southcenter Boulevard Suite #700 9 Tukwila Washinvtnn. 98188 • Phone 206-4.31-3670 • Fnr 206-431-3665 bul 5. Safety glazing shall be required for bathtubs and showers where the bottom exposed edge of the glazing is less than 60 inches measured vertically above any standing or walking surface and less than 60 inches measured horizontally and in a straight line. Show safety glazing for windows that meet those criteria. Safety glazing is also required where the vertical edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position. 6. Specify method for providing combustion air to the furnace and water heater located in the room under the stairs. Where the water heater is located, it most likely may not allow feasible access to the lower portion of the stair area for maintenance/cleaning, and may become a collector of debris/dust or used for storage, which could create a potential hazard. It would be, as a recommendation, to show a wall back of the water heater closing off the lower portion of the stairway back of the water heater. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. No intrusions are permitted into the side yard setback except for 24" of eaves. The north elevation shows a portion of the structure extending into the 5 ft. side yard setback. 2. A tree permit is required as this site is subject to the City's Sensitive Areas Ordinance due to the presence of steep slopes. This permit application was provided to applicant Jeff King attached to an email sent to him on 2/11/15 in response to a question about the removal of trees on the site. 3. The minimum roof pitch is 5:12 - the roof pitch should be indicated on the building elevation plan sheet. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.tukwila@tukwilawa.gov Development Guidelines and Design and Construction Standards DATE: February 18, 2015 PROJECT: Smith (SFR) at 142xx 59th Ave. South TL no. 336590-1485 1 st Review Comments PERMIT NO: D15-0026 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Revise site plan to include (1) show and label existing pavement within 59th PL South and new driveway approach including min. 5' radius (2) show and label connection (detail) to existing Sanitary Sewer within 59th Ave. South (3) show and label any pavement cuts with 59th PL South (4) show and label undergrounding of power from existing power pole to proposed house. 2. Show and label 1-inch water meter on plan sheet Al. House fire sprinkler system required. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. 3. Drainage Plan sheet A1B shows splash blocks and dispersion trenches. Geotech Consultants Inc. shall verify in writing that their recommendations have been met. Refer to geotechnical study by Geotech Consultants Inc., dated August 25, 2014. Show and label connection to existing storm drainage system within 59th PL South. Provide brand, model, size, specifications, etc. for private storm drainage pump station. 4. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 5. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 2 is $1,297.22; due at issuance of this Building Permit. 6. Work within the 59th Ave. South / 59th PL 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washinvton. 98188 9 Phone 206-4.31-3670 • Fax 206-4.31-3665 7. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement to be prepared by Public Works. Agreement will be recorded at King County, after Mayor signs the document. (Submit signed agreement at least ten (10) days prior to expected final short plat recording, as City must have time to process this document). Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, 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 accented through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely,"4" ` o Bill Rambo Permit Technician File No. D 15-0026 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98788 • Phone 206-4.31-.3670 • Fax 206-431-3665 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0026 DATE: 07/18/16 PROJECT NAME: SMITH RESIDENCE SITE ADDRESS: 159TH AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: PO AFF 111m Building Division IN Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 07/19/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/16 /16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0026 DATE: 09/03/15 PROJECT NAME: SMITH RESIDENCE SITE ADDRESS: 14234 59TH AVE S Original Plan Submittal X Response to Correction Letter # 1— REV #1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT �- jo 0 Building Division M Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 09/08/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/06/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0026 DATE: 08/10/15 PROJECT NAME: SMITH RESIDENCE SITE ADDRESS: 14234 59 AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: 0mv, ki s� Building Division In WA 4 Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: AM AYA 5- "& ub,, $V11 Fire Prevention Planning Division r Structural ❑ Permit Coordinator a DATE: 08/13/15 Structural Review Required ❑ DATE: DUE DATE: 09/10/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: - Departments issued corrections: Bldg (� Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0026 PROJECT NAME: SMITH RESIDENCE SITE ADDRESS: 14234 59 AVE S Original Plan Submittal X Response to Correction Letter # 3 DATE: 04/01/15 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: (\'� .,NL,a\k Building Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 04/02/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/30/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0026 DATE: 3-25-15 PROJECT NAME: SMITH RESIDENCE SITE ADDRESS: 14234 59TH AVE S Original Plan Submittal X Response to Correction Letter # 2 DEPARTMENTS: N�-coa - �A%5 Building Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Revision # before Permit Issued Revision # after Permit Issued W, AP Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator a DATE: 3-26-15 Structural Review Required ❑ DATE: DUE DATE: 4-23-15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Stafflniti 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0026 DATE: 03/11/15 PROJECT NAME: SMITH RESIDENCE SITE ADDRESS: 14234 59 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: R t lding Division Is Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: u t, tow 3 x, �-O Fire Prevention ❑ Planning Division a Structural ❑ Permit Coordinator 14 DATE: 03/12/15 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/09/15 Approved ❑ Approved with Conditions ❑ Corrections Required �'— (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only Q CORRECTION LETTER MAILED: U� Departments issued corrections: Bldg Fire ❑ Ping Be<l W El Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0026 DATE: 02/03/15 PROJECT NAME: SMITH RESIDENCE SITE ADDRESS: = 59 AVE S X Original Plan Submittal Revision # Response to Correction Letter #, DEPARTMENTS: before Permit Issued Revision # after Permit Issued IBu tding Division in F,r1ehrevention a Planning Division Public Works Structural ❑ Permit Coordinator Is PRELIMINARY REVIEW: DATE: 02/05/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/05/15 Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg— Fire ❑ Ping�y— PW jj�— Staff Initials: UK, 12/18/2013 PROJECT NAME: i AlPmc e, PERMIT NO: SITE ADDRESS: ORIGINAL ISSUE DATE: R� � � � I eW 1 REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITIALS INITIALS U- Summar IV of Revision: ve wy� i esT V F 6v 2 eceived y: /- ( 'p, REVISION NO. DATE DECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revisio Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TulcwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: litPlan Check/Permit Number: P 1 —0a ❑ Response to Incomplete Letter # ` ❑ Response to Correction Letter # RECEIVED ❑ Revision # after Permit is Issued CITY OF TUKWILA Revision requested by a City Building Inspector or Plans Examiner JUL 13 2016 ❑ Deferred Submittal # /� C PERMIT CENTER Project Name: J ' 1 �"7 - Project Address: I //�. Contact Person: 6/� �„t� 6641^ Phone Number:�6� y%S Y Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on date of revision WAPermit Centeffemplates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hM://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 4 G&--S Plan Check/Permit Number: LIS — z�2,4 �, e ns to to e r ] Response to Correction Letter # rat-,� ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Sheet Number(s): 0 / C/ "Cloud" or highlight all are s Of revision Received at the City of Tukwila Permit Center by 7g date of revision Ll/ AECEM ,JfiRMJ ' CEXTjj0 ❑ Entered in TRAKiT on City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL 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: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # -1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: ContactPerson: Phone Number:� Summary of Revision: �y 1&-1At0!i td ` i� LtJ�oiS� 2 2c%/1v�r, Kr AUG 02015 Community Sheet Number(s): "Cloud" or highlight all areas of revision including da of r vision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on A-4 City ®f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. )(Date: -S Plan Check/Permit Number: ��S — ad Z v ❑ Response to Incomplete Letter # Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Sheet Number(s): "Cloud" or highlight all areas of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on )i— l `, ofrrevin #ftx;EtftU CMI OF TUMAMA PERWCENTER 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: 2-5 Plan ChecWPermit Number: D 15-0026 ❑ 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: Smith Residence Project Address: 14234 59 Ave S Sheet Number(s): /r "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by:WX4A: i , d. 4X��IIE2__ CITY OF T' IJKWILPY`.. XEntered in TRAICiT on MAR 2 5 2015 \applicationsWorms-applications on line\revision submittal p� 10,11 ` ,�� �.�� Created: 8-13-2004 Revised: 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: Plan ChecWPermit Number: D 15-0026 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ``ram" 1AA ❑ Revision requested by a City Building Inspector or Plans Examiner MR 11 2015 Project Name: Smith Residence PERMITCEMTER Project Address: 4234 59 Ave S n8, Contact Person: n Phone Number: Summary of Revision: �i — D oo �n S �v1 AS 6 I n ) J� oft -v. ee �/ v���u`o �` i ne Ta G I f G 2 6 r b j naee, v a �'% Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev' i c Received at the City of Tukwila Permit Center by: Entered in TRAKiT on —�--L H \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: 1-0 Department of Natural Resources and Parks INWastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type X-11Z "9 roperty �eet Address ") City State `ZIP 0n 's Name f Owner's Mailing Address 5 � �, J. �-,, - 6A::�),A Erb -City State ZIP Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): 0 ac�- Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) /I Single-family (free standing, detached only) Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) 1.0 For King Countl a Only Account # No. of RCEs Monthly Rate Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number IRE C E i'J E ( CITY OF TUKWILA Building Name FEB A 3 2015 PERMIT CENTER Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes ❑ No 1.6 Was building on Sanitary Sewer? []Yes ❑ No 2.4 Was Sewer connected before 2/1/90? ❑ Yes ❑ No 3.2 ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes []No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No his-ooze Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. 1 certify that the information given is cor ect. I unde stand that the capacity charge levied will be based on this information and any deviation will require resubmission f cor ect data for determination of a revised capacity charge. Signature of Owner/Representative Date Print Name of Owner/Representati 1057 (Rev. 4/11) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer �, City of Tukwila • 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.eov Parcel No: 3365901485 Address: 14234 59TH AVE S Applicant: SMITH RESIDENCE WATER METER INFORMATION Permit Number: D15-0026 Issue Date: 4/10/2015 Permit Expires On: 10/7/2015 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1849 SQ FT SINGLE FAMILY RESIDENCE WITH A 444 SQ FT ATTACHED GARAGE AND A 48 SQ FT COVERED DECK METER #1 METER #2 METER #3 Water Meter Size: V. Water Meter Type: PERM Work Order Number: 21540106 Connection Charge: $100.00 $0.00 Installation: $950.00 $0.00 Plan Check Fee: $10.00 $0.00 Inspection Fee: $15.00 $0.00 Turn on Fees: $50.00 $0.00 Subtotal: $1,125.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 TOTAL WATER FEES: $7,130.00 $0.00 $0.00 $0.00 $0.00 $0.00 Emil $0.00 Indemnification and Hold Harmless and Permit Temoorary in Nature Reference Number(s) of Related Document(s): D15-0026 Grantor: GEORGE J. BOUTEL, an individual Grantee: CITE' OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 59'h PL South and adjacent to 142xx 59`" PL South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, water meter, sanitary side sewer, storm drainage, street use, 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. 4 IN WITNESS WHEREOE, said individuals have caused this instrument to be executed this __�_ day of C , 2015. Auth r ed Si n to Gra or STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that GEORGE J. BOUTEL 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: ) , jleC%t NOTARY PUBLIC, in and for the State of Washington, residing at ' My commission expires: I D— I I I— Do i zJ DATED this day of , 2015 GRANTEE: CITY of TUKWILA By: Print Name: Bob Giberson Its: 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. LAU=29,2018 Name: Acy-ImC- NOT STAT COMNOTARY PUBLIC, in and for the State of MWashington, residing at My commission expires: Og� 12Q / g, i'D ounu1IJGVGlup111Gll11 Ulupwy 1 laps://secure.Ini.wa.gov/verify/Detail.aspx?UBI=601940359&LIC=. Washington State Department of AL AL "Labor & Industries RB Smith Development Company Owner or tradesperson PO Box 68276 Stevens, Richard Edward SEATAC, WA 98168 206-406-4455 Principals KING County Stevens, Richard Edward, TREASURER Smith, Randall Barney, PRESIDENT (End: 11 /15/2012) Doing business as RB Smith Development Company WA UBI No. Business type 601 940 359 Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. _.._.._._._...___...___._..,..._..........._.._._._...__......... _.. Meets current requirements. License specialties GENERAL License no. RBSMISD883ON Effective — expiration 11115/2012-11/15/2014 Bond Wester Surety Co $12,000.00 Bond account no. 61499294 Received by L&I Effective date 11 /15/2012 10/18/2012 Expiration date Until Canceled Insurance United Specialty Insurance Com $500,000.00 Policy no. CGD00001798 Received by L&I Effective date 10/30/2013 10/22/2013 of 2 7/28/2014 1:47 PM CINITY I"I —70.0 4ti • -.......•...................................................... ....................... —76.0' �82.0' —84.01 --i2.0' —494.01 W-102.0' - i.............. ~-106.0' _ - -m -—108.0' µ_I . TOP OF SLOPE ; m—112.0' .� w 114 0' ' ---- - --- ------- -��--!---�----- rn- ---------------- -- I / J LO o— _ _ — — _ -- — ....._ W.... W.....-.. _I-1 3q �� /EXISTING HOME,, 1 + O / FOOTPR I NT,, '' --,✓,. ..-120.0' PROPOSED DECK ,. STAIRS A22.0' f PROPOSED DECK f� . IL -124.0' 4 ROOF -" - _ ---. --------------- - _tONC. D. zW_ 54 22'27" E 4 37' 5gTH AVE S S 59TH PL. S �---- FIRE HYDRANT 0 10' 20' 5CALE. 1 " = 10' PROJECT DATA: PROJECT ADDRESS: 145XXX 5gTH PL S TUKW I LA, WA g8188 ZON I NG: LDR PARCEL NUMBERS) 5365901485 LEGAL DESCRIPTION: HILLMANS SEATTLE GARDEN TRS PAR C OF TUKWILA BLA #L03-019 REC #2003070100003 5D BLA LOCATED IN BLK 15 OF SD PLAT PLAT BLOCK: 15 PLAT LOT: 20-24 STRUCTURAL LOT COVERAGE: -EXIST. HOUSE FOOTPRINT: 945 SOFT -EXIST. DRIVEWAY: 380 SOFT -EXIST. WALKWAY: 52 SOFT -PROPOSED DECK ROOF: 101 SOFT TOTAL: TOTAL LOT AREA: 1, 481 SOFT 6, 568 SOFT FINISHED BUILDING IMPERVIOUS: 15.19% FINISHED TOTAL IMPERVIOUS: 22.5% MAX IMPERVIOUS: 35% BUILDING HEIGHT: 50' -0" MAX. SETBACKS: FRONT: 20.0' SIDE: 5.0' REAR: 10.0' 14N SCOPE OF WORK: *CONSTRUCT NEW DECK W/ ROOF PROJECT TEAM: OWNER: RANDY SMITH RB DEVOLPMENT ARCHITECTURAL DESIGNER: CASCADE DRAFTING 360-761-8653 DESIGN ENGINEER: ALVIN CHONGMONTRE PAC ENGINEERING LLC Permit No. D Plan review approval is subject to errors and omissions. Approval of construction documents does riot authorize the violation of any adopted code or ordinance. Roctz:pt of approved Field Copy and conditions is acknowledged: By: Dat City of Tuk Lila BUILDING DIVISION ��PAR ►� � P; ����ilT QECUIREED rCR: ,,Ermecthanical 9 Electrical ,Q�piumbing ,5yt_^s Piping C!- f of Tokwiia EUii_rv, DIVISION i RECEIVED CITY OF TUr"%WILA SEP 0.2 2015 REVISIONS PERMITICENTER No changes shlil r,! made to the scope of ► fork without prior approval of Tukwila Building Division. NOTE: Revisions will requira a ns%v plan submittal and may in;,iude additional p; n reviera Lies. l z 0 W LU Q 0 z LL n� W Q LU U 0) U U LU O Q� OL V_ U LU Q Z �V w l(1 Q Z CO zw la4tn —Q fA w � Q QQO —V z Q wpm w3 t�3tL DRAWN: SLK CHECKED: SMK REVISIONS: REVIEWED FOR CODE_ COMPLIANCE APPROVED SEP 1. 5 2015 124 City of Tukwila BUILDING DIVIa I0 q AUG. 5RD 2015 II lI 11 II II 11 II II lI II II II IL W...._............— _.,...--_-------.......—y....._ 11 .... L.... _------------_---_---_-- _ NAL WEST ELEVATION SCALE: 114" = 1' -0" ORIGINAL SCALE: I/4" _: I'_0" ROOF FRAMING PLAN RECEIVED CITY OF T.U�%WILA SEP ' 0 2 2015 PERMIT CENTER M 0 Z Q v- DRAWN: 5LK Z �V Q Z CO ZIL _Q �w —U Z 4 Q . W3 to 3 w3OL- �Tco I— CO wi w UQ Q� rL K CHECKED: BM REVISIONS: s�a REVIEWED FOR -- CODE COMPLIANCE APPROVED SEP 15 2015 City of T'c Ivvila BUILDING DIVISION SHEET NOTES: 1. DO NOT SCALE DRAW 1 NGS. 2. PLANS DRAWN TO SCALE ARE Y4' =1'-0" TYP. UNO.. B. ALL STRUCTURAL MATL, LUMBER, HARDWARE ETC. TO 8E VERIFIED W/ STRUCT'L PLANS 4. VERIFY ALL MEASUREMENTS IN FIELD PRIOR TO SU I LD. AUG. 2BTH 2015 I # i 5/4X6 FASCIA W/ IX2 TRIM TYP. 50 YR COMP F POST PE WRAP F DECORATIVE WHIT HEATH *INSTALL SIDING TO MATCH HOUSE RAILING PER /.........................................................................................o ............................ ............................................................................................................................................ .............................. .............................................................................................. ......................... ...... .................................................... ................................ I .......... ................... ,-GRADE / DRIVEWAY BEYOND BM PER PL, • :.+.ate +• 4 ,. .......... j..........................................•.................. '� }' •S •.d .. ... ... t ff}�( ... ... .. w, • .. ........... j.............................................................. s d Y •9 �y ,� P ... ... ... ... . . ................. 4 '3 4 .. • P A Aa e�,g .. �. v4 . v '<.. •&d •`�A Q 4� g •• y ,'.•d''. b' R $88 4 • a O, d C Y x Q+ d �•v a, NORTH E L EVAT I ON SCALE: 1/4" m I'-0" 1 I � [{ II i t{I {[I 1 I )�.... ....... ...... ....... ....... .............. ....... ....... ....... ...... ....... ....... .............. .......I .............. ...... ....... ....... .............. ....... .............. I....... ....` •�! I .NEST ELEVAT 1 ON SCALE: 1/4" 0 1'-0" SCOPE OF WORK: - REPLACE ORIGINAL DESIGN OF INSTALLING A CANTILEVERED CANOPY I$ GONG. STAIRS TO FRONT DOOR W/ A SHED ROOF (JACK TRUSSES) ff WOOD FRAMED DECK BELOW. SEE PLANS RECEIVED CITY 4'F:"rljKWILA SEP 12 2015 PERMIT CENTER lU Q M f— LL 4 tL/ Q U Lu 0 DRAWN: BLK �U wto Q Z dp zu- Q4to C4 _Q �w QQo —u �(j)� zQ lu Q , �3 w3 QC 3 tL x:K x vL m CHECKED: BMK REVISIONS: REVIEWED FOR CODE COMPLIANCE APPROVED SEP 15 2015 City of Tukwila BUILDING DIVISl0l,.j AVG:�28TH 2O15 SHEET NOTES: 1. DO NOT SCALE DRAW 1 NGS. 2. PLANS DRAWN TO SCALE ARE Y4"=1'-O" TYP. UNO. 3. ALL STRUCTURAL MATL, LUMBER, HARDWARE ETC. TO SE VERIFIED W/ STRUCT'L PLANS 4. VERIFY ALL MEASUREMENTS IN FIELD PRIOR TO SU I LD. 18" DIA. X 24" SONOTUBE FTG (5) #4 VERT. 4 #3 HOOPS 0 6" C (4) #4 VERT. 4 #3 SPIRAL ® 6" O.0 DECK FTG PLAN SCALE: 1/4" a 1'-0" DECK FTG NOTES: — EMBED ABU POST BASE INTO CONCRETE — BOTTOM OF FTG TO BE 18" MIN. BELOW GRADE — FTG'S TO BEAR ON COMPACT GRAVEL TYP. — ALL WOOD IN CONTACT W/ CONC. TO BE PRESSURE TREATED — SLOPE GRADE AWAY FROM FTG/ POST CONNECTION PROVIDE BC POST CAPS FOR EA. P.T 6X6 POST ..............................................................................\�,��........................................................... _____----____�.____—_--- - 00y¢ I I ........................................................................................ :..................................................................�... ��T T 2X8 LEDGER. CONNECT LEDGER I ORIM JOIST W/ (2) 3.5" LEDGER LOK l I BOLTS 16" O.0 STAGGERED PER I I TYP. DETAIL I Aef P.T 2X12 STRINGERS® 16" O.0 MAX 16a p.0 NOTCH AROUND P.T 2X4 THRUST BLOCK CONNECT TO CONC W/ (2) Y2" HDG BOLTS CONNECT STRINGERS TO DBL JOIST W/ LSCZ STRINGER CONNECTERS TYP. 4X10 BM 4X110 BM III -Oil III -Oil 22' -0" , DECK FRAr**'11NG PLAN SCALE: 1/4" a 1'-0" DECK FRAMING NOTES: - HANG JOISTS FROM P.T LEDGER W/ SIMPSON LUS26 HANGERS — H2.5 ® 48" O.0 TYP. — SOLID BLOCK W/ EQUIV. 2X OVER BEAM LINE TYP. — P.T 2X4 DECKING 4 TREAD MAT'L LAID PERP. TO JOISTS W/ Y4' GAPS TYP. — FTG'S TO BEAR ON COMPACT GRAVEL TYP. — PROVIDE P.T 2X4 CROSS BRACE IF DECK OVER 4' FROM GRADE — ALL LEDGER LOK BOLTS SHALL BE H.D.G CONC. DRIVEWAY aelvillf RE,�4i I 'ON NiO. j CODE COS. PLIANICE I APrPROVUE' SEP 15 2015 z o zFg- �o W ur LLA w LO Q Qz ZLL Q4� U__ < W �Q Q Q Q O Lt-1 —V Q ��m QU U —3 < V ac�� 1 Lu �i aco �- cA i DRAWN: BLK CHECKED: SMK REVISIONS: RECEIVED CITY OF TUKWILA AUG 10 2015 PERMIT CENTER City of Tulwila BUILDING DIVISIONI, JUL. 2gTH 2O15 PROVIDE BC POST FOR EA. P.T 6X6 SIMPSON H1 HURRICANE CHORD IS ACCEPTABLE. CLIP 0 EA. RAFTER END DECK ROOF FRA1-IING PLAN SCALE: 1/4" - 1'-0" DECK ROOF FRAMING NOTES: - PROVIDE BC POST CAPS - PROVIDE VENTED SAVE BLOCKS *INSTALL (1) DTT2Z TENTION TIE ® EA. END OF THE DECK WHEN NEW CONSTRUCTION 15 APPLIED LEDGER DETAIL NTS P.T 4X4 POST P.T 2X4 DECKING W/ 4" GAP: FOR DRAINAGE. DECKING TO 51 PERPENDICULAR TO JOIST: RIM JOIST PER PLAN (2) 2" HDG THRU BOLTS 5X OR (2) 2X MIN RAILING POST CONNECTION NTS G THING FLASHING OVER P.T 2X LEDGER I NG / J" GAP FOR �R DRAINAGE IOIST PER PLAN ,.5" LEDGERLOK GERED ER PER PLAN FLASHING STEMWALL ® SIM. 15C1607.5 - HANDRAILS 4 GUARDS DESIGNED TO RESIST A CONTRACTED LOAD OF 200 LBS. POST P.T 0' DIA. BETWEEN BALU P.T 4X4 2" X 2" BALU P.T (2) H.D.G THRU. 8 RIM BOARD PER HANDRAIL TO BE CONTINUOS 1 1/4" DIA. MIN. FOR FULL LENGTH OF FLIGHT HANDRAIL — R311.5.6.2 BALUSTERS TO CONFORM "^ lm/ G' m^ -1- A fnY 1 nRua a1-wl� EXTERIOR STAIR NOTES: — EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. — A MAXIMUM SLOPE OF 1:48 (2%) IS REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. —OPEN RISERS ARE PERMITTED, PROVIDED THAT THE OPENING BETWEEN TREADS DOES NOT PERMIT THE PASSAGE OF A 4—INC14 DIAMETER SPHERE. SRC 311.7.4.5 EXCEPTIONS: THE OPENING BETWEEN ADJACENT TREADS SI NOT LIMITED ON STAIRS WITH A TOTAL RISE OF 30 INCHES OR LESS. EXTERIOR STAIR D ETA I L NOT TO SCALE t i a 1 .yam •�, � � REVIEW_ED I'=0R w CODE COMPLIANCE APPROVED SEP 15 2015 z�� � Ur N LL1 w Q azao z� l'S Q<to LL 1 4 w Q Quo Lu —V Q wQm U � —3 .. w 3 U AC 3 IL U UA O OL V D �lco I--- CO oco DRAWN: 5LK CHECKED: BMK REVISIONS: RECEIVED CITY OF TUKWILA AUG 10 2015 PERMIT CENTER JUL. 2OITH 2O15 City of T'kAkwila BUILDING DIVI aIOiN THESE DRAWIWGS ARE THE PROPERTY OF THE ARCHITECT/M5IGIJER AW MAY BE REPROPUCEP OI.L.Y WITH THE WRITTEIJ PERMI55101J OF THE ARCHITECT/PESIGWER. AUTHORIZED REPROPUCTIOW5 MU5T BEAR THE MAME OF THE ARCHITECT/PE5IQJ5R. COPYRIGHT 2014 BY CASCADE PRAFTIWG . THESE PRAWIWGS ARE FLLLY PROTECTED BY FEDERAL AW STATE COPYRIGHT LAWS. AWY II.FRIIJGENEIJT WILL BE VIGOROUI51-Y PRO%CUTEP. ALL COW51RUCTIOW SHALL COI.FORM TO THE 2012 IWTERWATIOWAL RE5IDEWTIAL CODE (IRC) * BE IQ ACCORPAIJCE WITH THE WA5HIkA-rOQ STATE LAWS AW MALLATIOWS AIJP VARIOUS COPES IMPOSED BY LOCAL AUTHORITIES. COIJTRACTOR5 RE5P0W6IBILITY: carrRACTOR TO VERIFY ALL PIMEW510W5 AIJP 5TRUCiL1RAL MEMBER 51ZE5 PRIOR -ro COW5-rRl-ICTIOW. COWTRACTOR TO II.IFORM ARCHITECT/DE5IGIJER OF AMY PI5CREPAIJGE5 IIJ THE PRAdNIMGS OR FROM THE COPES. COW TRACTOR IWITIATEP CHA rF-6 5HALL BE 5UBMITTW IIJ WRITIIJG TO THE ARCHITECT/PF-6IQJER E STRUCTURAL. EWAWEER FOR APPROVAL PRIOR TO FABRICATIOU OR COQ5-MJICTIOIJ. CH4YmF-5 5HOWIJ OW THE PRAWIMGS OMLY WILL QOT 5ATI5FY -17Hl5 REQUIREMEWT. COW-1ZA.CTOR 5HALL BE RE5POIJ5I6LE FOR ALL REQUIREP FOR ALL SAFETY PRECAUTIOIJS AW THE ME1HOP5, TECHWIQUIES, %aJa CE5 OR PROCWUZF-5 REQUIRED TO PERFORM HI5 WORK. ALL STRLJCTUZAL 5Y57TEM5 SUCH A5 WOOP TRU55E5 WHICH ARE TO BE COMPOSED OF COWOIJEI.IT5 TO BE FIELD ERECTEP SHALL BE 6UPERVI5W BY THE SUPPLIER PURIIJG MAQUFACTLRIIJG, DELIVERY, HAWI-IIJG, 5TORAGE AW ERELTIOM IW ACCORPAIJCE WITH THE 05TRUCTIOU5 PREPARED BY THE %PPI-IER. THE COIJTRACTOR IS M61?0 51BLE FOR QOTIFYIQ6r THE ARCHITECT IPF-61 WER IF UJL6UAL, UWFORESEEABI.E, OR UMEXPECTEP 6IJ65URFACE COQPITIOQ5 ARE EI.1COl.IWTEREP. SOILS: REFER TO TABLE R401.4.1 FOR MAXIMUM LOAPOURII 6r VALUES OF FOUJPAT'IOW MATERIALS UkLE55 EWGIMEERIIJG IQFORMATIOW 15 PROVIPEP. ALL FOOTIWGS 051A SHALL BEAR OW UJYIELPIWG 501L. U.LE55 A 501L5 REPORT BY A 501L5 UAIIJEER 15 PROVIPEP AW ATTACHED THI5 OFFICE A5% ME5 WO RE5POW516LITY A5 TO THE PHYSICAL CHARACTERISTICS OF THE 501 L. FOUJPATIOIJ M,5IGIJ 15 BASE OW AW A55UMED AVERAGE 501L BEARIWG OF 7=125F. ALL FOOTIWGS SHALL BE CA5-r OW UJPI51IJZBEP FIRM WATURAI. 501L OR COMPACTED 601L OF 2400P5F BUARIWG CAPACITY AT LEAST I`-V BELOW LOWEST APJACEWT GRACE, FREE OF ORGAIJIC MATERIALS. FOOTIQ� EXCAVATIOW SHALL BE FREE OF L005E 501 L5, PEBRIS, AW FREE WATER AT ALL TINE.5. THI5 OFFICE TAKES WO RESPOMSIBILITY IW VERIFYIWG THE ACCURACY OF EMGIMEERIWG DATA 51-MIEP BY OTHERS. STAIRS: STAIRS SHALL MOT BE LE55 THAW 36' IIJ CLEAR WIDTH. THE MIWIM.IM HEAPROOM IW ALL PARTS OF THE STAIRWAY SHALL WOT BE LE55 THAW G-F. THE MAXIMUM RISER HEIGHT SHALL BE 7J1. THE MIIJIMUM 11RUP PEPTH SHALL BE 10' (IRC %Z. R311.7) H4kMIL HEIGHT, MEASURED VERTICALLY FROM THE SLOPED PLAWE APJOIWIWG THE TREAP W051WG, 5HN1. IJOT BE LF-55 THAM 34, AW MOT MORE THAW W1(IRC 5EC. R311.7.7 IWSTAU- FIRE BLOCKIWG IW COIJCEALEP SPACES BETWEEW STAIR STRIWGERS AT THE TOP AW BOTTOM OF THE RUJ (IRC 5EC. R302.Ip EMCL05EP ACCE551BLE SPACE UQPER STAIRS SHALL HAVE WALLS. L1WER-5iTAIR SURFACES 0 AIJY 5OFFIT5 TO BE PROTECTED OM THE SIDE WITH' GYPSUM WALLBOARD (IRC 5EC. R302.7) ATTIC: APPLY ROOFIWG IIJ ACCOWAWCE WITH IRC 5EC. R905. PROVIDE ATTIC VEWTILATIOW 45 IWICATEP OIJ ROOF FRAMIWG PLAQ5/ROOF DETAILS. ATTIC VaMILATIOW: THE TOTAL WET FREE VEWTILA-rIOW AREA 5HALL WOT BE LE55 THAW V150 OF THE AREA OF THE SPACE VEWTILATEP EXCEPT THAT REPI.ICTIOW OF THE TOTAL AREA -r0 V 3X 15 PERMITTEP PROV IPEP THAT AT LEAST 507. AW WOT MORE 507. OF THE IRE REQUP VEWTILATIWG AREA 15 PROVIPEP BY VEWTILATORS LOCATEP I THE UPPER PORT IOU OF THE SPACE TO BE VEWTILATEP AT LEAST 3 FEET ABOVE THE SAVE OR CORWICE VEWTS. A5 AM ALTERMATE, THE WET FREE CRO55-VEMTILATIOW AREA MAY BE REPUICEP TO I/300 WHEW A CLA55 I OR II VAPOR BARRIER 115 IWSTALLEP OW THE WARM-IW-WATER 51PE OF THE CEILIWG (IRC SEC. RW6.2) ATTIC ACCESS OPEWIWG MUST BE PROVIPEP FOR ALL ATTIC AREAS THAT EXCEED 30 50LIARE FEET AW HAVE A VERTICAL HEIGHT OF W OR GREATER. ROLIGH-FRAMEP OPEWIWG MIWIMUM 2VX30'. ACCE55 TO WE UJ065TRUICTEP AW READILY ACCE5516LE. WHEW LOCATEP IW A CEILIWG, MIWIM IM 30" UWOBSlRUCTW HEAP ROOM AT THE SOME POIMT ABOVE THE ACCE55 MEASUZEP VERTICALLY FROM THE BOTTOM OF CEILKA FRAMIIJG MEM9ER5 (IRC SEC. RW7.1) EWERGY: ALL MATERIALS, WORKMAWSHIP AWP COW5TRUlCTIOW SHALL COWFORM TOT HE REQUIREMEWT5 OF THE 1I tTERWATIOWAL RE51PEi MAL CODE AW THE WA5HIW64TOW STATE 5MRGY COPE, LATEST EPITIOW. VERIFY ALL COWITIOWS BEFORE PROCEEPIWG WITH WORK. APPLICATIOW AW IWSTAU ATIOWS OF IIJ%"TIOW AW VAPOR BARRIERS SHALL COMPLY WITH STATE OF WA5HIWGTOW THERMAL Ik6t"TIOIJ 5TAMPARP5 (HO 95). WALLS: IW%.LATEP WITH R-21 GATT (FOR 2X6 WALLS) AW R-13 GATT (FOR ZX4 WALLS), UJLE55 WOTEP OTHERWISE. FL00R5: PROVIDE R 30 GATT KFA"TIOW OVER UJHEATW SPACE, UJLE55 MO-rW OTHeRW15E. ROOF5 AW CEILIWGS: IkKAJLATEP WITH R-49 GATT, UWLE55 WOTEP OTHERWISE. PROVIDE IkKA LATIOW IIJ CELIWG WHERE POSSIBLE AW IW ZXI2 RAFTERS IF VAL.LTEP CF- LIWG U5E R-35 GATT, IF COWPITIOW EXI5T5. MAIWTAIM A MIMIMUM OF 2" CLEAR BE'rWEEW BE-fWEEW TOP OF IWSLLATIOW AW BOTTOM OF SHEATHIWG FOR VEWTIIJG. VEWTIWG MU5T OCCUR IIJ EACH J015T SPACE. WHERE COQ`rIQUES VEMTIWG WITHIW A J015T SPACE 15 IQ-reRRI.IPTED BY A HEADER (I.E SKYLIGHT OR AT HIP EW), PROVIDE (2) I-Vr VEWTIWG HOLES A-rTHE TOP OF THE RAFTER AT THE HEAPER TO ALLOW FOR COWTIWUAL THROLAH-VEWTIWG IWTO THE APJACEWT J015T SPACE. %LAP OW GRADE: PROVIDE EXTRUDED RIGIP CL05EP CELL IW;A-"-rIOW R-10. IW5ULA-rIOW TO PROVIDE THERMAL BREAK BETWEEW 5L46 AW FOOTIWG AW RW FROM TOP OF 5LA6 TO THE BOTTOM OF FOOTIWG. kbUI-ATIOW MAY BE IWTERRUPTED FOR 6" EVERY T-O' TO ALLOW FOR POWELIWG TIE 5LAO AMP FOOTIWG TOGETHER. VAPOR BARRIERS: AM APPROVED VAPOR BARRIER 5HALL BE IW5TAU.EP AT EXTERIOR WALLS AW AT ALL ROOF PECKS, BELOW EWCLOSED JOI5-r SPACES WHERE CEILIWG FIWI5HED ARE DIRECTLY IWSTALLEP TO J0151, AWP AMY OTHER WALL OR CEILIWG 5LRFACE6 WHICH RECEIVE IWSULATIOW. THI5 VAPOR BARRIER MAY BE A COMPOI.EIJT OF THE IWSLLATIOW MATERIAL. APRICATIOW AW IWSTAU.ATIOWS OF THE IW5AW VAPOR AVAPOR BARRIERS SHALL COMPLY WITH STATE OF WASHIWGTOW THERMAL IWSLLATIOW STAWA U>5 (HO 96) GLAZIWG: TO BE IIJ COMIAWCE. WITH IRC SEC. R305, AW WA64WGTOW STATE 5AF-TY 6LA55 LAW. ALL CLIMATE U FACTOR = 330 GLAZIWG IW HAZARPOLK LOCATIOWS SUBJECT TO HUMAW IMPACT 5H4U- BE SAFETY OR TEMPERED GLA55. EX 517TIOM5 ARE A5 OLMIWEP IW IRC 5EC. R305.4. HAZARPOUS LOCATIOW5 ARE: I. GLAZIWG IIJALL FIXEP AWP OPERABLE PAIJEL.S OF %IWGIWG, SLIDIWG AW BI FOLD DOORS. Z. GLAZIIJG IW AW IW IVIPUAL. FIXED OR OPERABLE PAMEL APJACEWT TO A POOR WHERE THE WEARE5T VERTICAL EDGE 15 WITHIM A 24" ARC OF THE POOR IIJ A CL %P P051TIOW AW WHO5E BOTTOM EPGE 15 LE55 THAW 60' ABOVE THE FLOOR OR WALKIWG SURFACE. 3. GLAZIWG IIJ A J IWPIVIPUA_ FIXED OR OPERAPLE. PAWEL THAT MEETS ALL OF THE FOLLOWIWW COWITIOWS: 3.1. THE. EXPC6EP AREA OF AW IWIVIPUAL PAWS 15 LARGER THAIJ 9 SQFT 3.Z. THE BOTTOM EDGE OF THE GLAZIWG 15 LF- 5 THAW IS" ABOVE THE FLOOR 3.3. THE TOP EDGE OF THE GLAZIWG 15 MORE THAW 39 ABOVE THE FLOOR 3.4. OWE OR MORE WALKIWG SURFACES ARE WI-fHIW M', MEASURED HORIZOWTALLY AW IW A 51RAI6hH7 LIME, OF THE GLAZIWG 4. ALL GLAZIWG IW RAILIWGS REGARDLE55 OF AREA OR HEIGHT ABOVE A WALKIQeG 5URFACE. IWCLUPEP ARE 5TRUCTLRAL. BALUSTER PAWELS A P UOWSTRUCTLRAL IWFILL PAMEL5. 5. GLAZIWG IW eQCLO5LRE5 FOR OR WALLS FACIWG HOT TU65, WHIRLPOOLS, 5AUJA5, STEAM ROOM5, BATHTU65 AWP 5HOWER5 WHERE THE BOTTOM F-WO5W EDGE OF THE GLAZIWG 15 LE55 THAW 60' MEA51 Z VERTICALLY ABOVE AWY STAIJMA OR WALKIWG SURFACE. 6. ALAZIWG IIJ WALL5 AW FF-XES AP- ACEMT TO IWOOR AW OUTDOOR %IM MIWG POOLS, HOT TUBS AW SPAS WHERE THE BOTTOM EDGE OF THE 6"ZIWG 15 LE55 THAW 60' ABOVE A WALKIWG SURFACE AMP WITHIM 69, MEA5IREP HORIZOWTALLY AMP IIJA STRAIGHT LIME, OF THE WATERS EP4E. THI5 SHALL APPLY TO 51MGl.E GLAZIMG AMP ALL PAWES IQ MITIPLE GLAZIWG. 7. GLAZIWG AR ACEWT TO STAIRWAYS, LAW IWG, AW RAMPS WITHIW W1 HORIZOQ-rALLY OF A WALKIWG SURFACE WHEW THE EXPOSED SURFACE OF THE GL•AZIMG 15 LE55 THAW 60, ABOVE T HE W05E OF THE TREAP. ALL EXTERIOR WALL GLAZIMG SHALL COMPLY WITH STATE OF WA5HIWGTOM EWERGY COPE. E, R 55 IIJ EVERY SLEEPIWG ROOM SHALL HAVE A MIWIMUIM WET CLEAR OPEWIWG OF 5.7 5F. THE MIWIMUM WET CLEAR OPEWIIJG HEIGHT SHALL BE 24" MIMIMUIM WET CLEAR OPEWIMG WIDTH SHALL. BE 201. FIWI5HEP 51LL HEIGHT SHALL WOT BE MORE THAIJ 44" ABOVE THE FLOOR (IRC SEC. R310.1) vici JITY MAP W43PC052Z V4 1-1 �9: �` .. 50.0 a . '� ..... 'I _ 94.0 -...100V ----104.0 .......106.0 mm ' TOP OF 5 -OPE - Ul ` 1E � "� TIG,H"f IIJEFT4DRAlIJS--•_. I �"' '--------�----- TOVx3`X 41PMPCRLF1-rD ------------- --- �l ------ram / ROCK DISC 4,ERXKPAP -� -- I0"IZOOFOVEiZHAMl4 I / - - -C II5.0' 39.51 ..• / MOP05F-P HOME / IWDICATES TREE , o 5LAi3 FFE: 116. SEWER BR4J.ICI-Iot �51 PAPIU5 TYP. WEW UJDER4ROUWD PWR EX15T. PAVEMEWT ED4E -rYP. LIWE W/ COWN PUIT I 59TH PL 5 0 CATCH BA511J J I NTH AVM 5 / / / 55MH VtM MAIW RIM EL=124.94 SAW CUT PAVEME.WT I.E IV' W5=114.94` TO COWIJECr S 0._ _ FIi2E HYDRAIJT P5E 0 TRAWSPORTOR7\ SEWER MAI 4 LR AV�RAQ� nG .�v. A=117.00` P=W.75 C 117.Z.5 P=11335` 469.75 / 4 = 117.43` APE MAX MIP POIIJT ELEV.=147.43' ACTUAL. MIP POUT ELEV.=142.51` (III` + 2.6.51=142.5V) u BGALE: 1 " = 10' These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by - the Public Works utilities inspector. Date: By. kin TEMP GOIJS'fRUGTIOIJ EIJ"fizAiJCE PROJECT C1A'C'A PROJECT APME55: 143XXX 59TH PL 5 'n"ILA, WA 95155 zoIJIIJG: LIAR PARCEL kWIFER(5) 3365901455 LEGAL dESCRIPTIDIJ: HIL.LMAIJ5 5EATTLE GARPW TR5 PAR C OF TUKWILA KLA #L03-019 REC 020OW701OX03 5P I?LA LOCATE IIJ 15LK 15 OF 5P PLAT PLAT BLOCK:15 PLAT LOT: 20-2.4 STRUCTURAL L.OT COVERAGE: REVISIONS t ca rhana s sh-,l1 h, lr•-!d! to the ('()pp I ill;,",,<{+� +'_�'! t � '►'t:,i � I'"'` p' ' 1 i11r , f and may 4d:�'�ion�:! plan r�;�,r'I„s�! ), ! I�j Lc,., a �y°` irk. < i9i. n •C." Y� i`�,� f�, ?,,.�' •i 'l, i i p-�„ ?-':1 6' f .F c-? r� ^ I� '4: s . L I .\ s , p r' , E Y �c., 1} f�, Se I� .nfs'` i` °"�]r i. Y :SctE Tyr"'t+ P5r^i* @g I i S i� 11F Yi..� of I.,,?C I fi pproved By: LJL I Pate: all I to : CZF 'JuLRs' ,J� 'mall 1'(Vi3w F•l,ppruvu.i io su3;;;.,,t to errors and GmIswelofi s. I. proval of c: nsiruc,ion d0C.Umonts dons not auftrizo tl, j violation of any adop"od codo o; ur ' rl t <oo. Ruc, ipt c; ro�fod Holt! Cop; ln+ c(�;t ,; ��: d,.,� d =^c;: (a t1c)nJ lJ C+LtZItIrJ4i�i 1/0 Date: of lS City of it - ila BUILDING DIVISION I ° _+�`,7- � :SIT a 1 t Z: :!wIi.J P 4c,,: ,ar,;c.aI I'rf�c"1ic.�1 (was R#ho Ci'y of Tukwila l UILD1is^%' D'IV11010 N 5HE��T UPF--X: - Al COVER PAGE 4 51TE PLAID - AZ ELEVATIOIJS - A3 FLOOR PLAIJ5 - A4 T-eP. SECTIOIJ - A5 ARCHTL pETAIL5 - 515TRLICT`L IJOTES - 5Z FOL.IIJPATIOIJ 4 MAIIJ FLR FRAMIIJG - 53 UPPER FLR FRAMIIJG 4 ROOF FRAMIIJG - 54 TYP. PETAIL5 - 55 TYP. PETAIL5 - 56 TYP. dE717AIL5 - PROP05� HOUSE FOOTPRIIJT: 948 SQFT G;COPF. OF V`IDRK: -PROP05En DRIVEWAY: 3W 5QFT - PROP05EP WALKWAY: 52 50FT - PROPOSED AWIJIIJG: 48 SQFT *C0k61- LJCT WF-W HOME OW VACAIJ-r LOT TOTAL: 1,4Z5 5QFT TOTAL L.OT AREA: 6,565 SOFT FIIJI5HEP BUILDIIJG IMPF9VIOU5:14.47- FUJI5HEP TOTAL IMPF-W101-15: 21.77 MAX IWE�RVIOU5: 357- C3UILDIIJG HEIGHT: 30`-01 MAX. SETBACKS: FROIJT: 20.0` 51DE: 5.0` REAR: PROJECT TEAM: OVWIER: RAIJPY SMITH RP PEVOLPMEIJT ARCHITEC'11F,AL PE5IGIJE9: CASCADE PRAF-170G 360-761-5653 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 3 201 City of Tukwil BUILDING DIVISION DE51G�J E.l.IGIIJF�JZ: ALVIWCHolJGMolJTRE CORRECTION PAC EIJ�iIlJEERII.IGLLC LTR#.Vl.---- DECEIVED CITY OF T UlFlf ILA?. MAR 2 5 20i5 14 � � r LL < W W lJO�'E5: 0 SITE � s9 d y� L s V ICIKJI-ry MAP ._.,729 _.50.0 .---82.0 I........... 90.0 �102.0` COKI 'fRL(CTIDIJ LIMITS I04•O _ - TOP OF SLOPE W IIL'f FEIJGE PER Td�}!: .-........... .� ...... 114.0 -- TI�,HTLIIJEFT4DRAIlJS Lid -- --- —----i----- To v X 5' X 0 DEEP CRUSHED — — ROCKGI5CHARGEROCK PM — ------ - CCi WIGS, 4'-6' CRUSHED 50TH AVE ,5 PROPO5ED HOME f CATCH BA5IW RIM EL=120.30 55MH RIM EL=124.94 I.E I2" kV5=114.94` FIRE HYPR44JT 'bFJ35'.R/Q'Gd6FX�.>X�0'EP%/IJdi:?YHb£kS2"N:F)' y [ TI4HT LIIJE P.5 4 PUMP TO APPROVEP ( STORM PRAIIJAGE 5`(5-TEM W/ 4" PERF. PIPE. PER GEO REPORT I 1 :..�; r I ,- ,,12.4.0 �E COIJC. DRIVE PROPO5EP TOPO TYP. `-1Gxw TEMP COIJ511RUC-f IOIJ EIJTRAIJCE PER DETAIL THIS SHEET 59TH PL 5 5GALE: 1 " = 10' • A 4 .. n.F � iE FILTER FABRIC: DIJ W.W.F I` OF I I/2" WQSHED ROCK OR PEA GRAVEL 21 EXGE55 OVERLAP 5EG"[ 2X4 DOLIG.FIR @ 45' D.G. 2'X2' 14 GA. W.W.F STAPLES OR WIRE R IIJGS I OR i�l f FILTER FABRIC MATERIAL MIRAFI 100 X OR EG?l1AL FIL"fEIZ FaBizIG FEI.IGE DETAIL �0D'9 t) 11.15TALL DRIVEWAY CULVERT IF THERE I 15 A ROAP5IPE PITCH PRE5ElJT, AS PER J KIIJG COLIWTY ROAD 5TAk PARCD5 R= 25` MIIJ. 4-5' 6L ARRY 5PALL5 GEOTEXTILE PROVIDE FULL WIDTH OF II.�RE55/EGRESS AREA ELE.VATIOIJ TEMP COFJ45'7KUCTI0FJ El.J'fRAAJCE REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 3 2015 City of Tukwila BUILDING DIVISION RE E VEi MAR 2 5 2055 PER1 f ,- C,EN-Ir7:I'7a IJO-1"E5: 5/I2. 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EVA_Tlow ZAL WOTF_S: 5C4L.E DRAW 1066. �RAWIJ -rO 5CALE ARE%4' =1'-a' TYP. L.rJO. :UCTURAL MATL, LUMBER, HARDWARE ETC. TO BE W/ 511ZUCT`L PLOI 'ALL MEA5UREMW- 510 FIELD PRIOR TO BUILD. Y;Z COMP. fZOOFII.IG iM. GUTTERS TYP. 4 X 4 V41WPOW TRIM -rYP. 1/4' LAP 51DIIJG TYP. 5EE C.AIJOPY DETAIL 5/4 X 4 CORIJER BEAD TRIM TYP. 5/4 X 4 GARA TYP. 7.77 1 1LJl`L lll_-11J LL LI ..Il LI F.-VATIOW 5/4 X 5 BARGE BOARD i&V 5/4X2 "TRIM RECEIVED I ITT 0 F Tutr�,v�Jls.pa MAR 2 5 2L V ILL F- ►il U O Ib S.GD ' . ...... ........ ... ... ....... ....... ....... ....... ....... ....... ........ ....... ...... LIIJE OF FLOOR ABOVE � III � I LIP I �:�• I I GREAT ROOM Sy Iae ® St q' Appliances located inside living space. I (IRC M1703.2, M1703.2.1) Combustion air: Outside I combustion air shall be supplied through openings or I ducts. One opening shall be within 12 inches for the top +1 A4 and one shall be within 12 inches of the bottom. Openings I !1; shall have a free area of at least 1 square inch per 4,000 1 Btu/hr total input rating of the appliances. `•" �; (IRC M1701.4 Exception #2.) Appliances installed in an STORAGE enclosure in which all combustion air is taken from e fthe outdoors, the enclosure shall be equipped with a solid I weather stripped door and self -closing device. ' (IRC 303.5) Air exhaust and intake openings that 1 MBLISTIOIJ AIR PIPE terminate outdoors shall be protected with corrosion - BETWEEIJ MAIIJ FLOOR JOIST resistant screen minimum open size of/4 inch or I FLJ IJ5 maximum %2 inch... and protected against weather I conditions. j a, 11! � � � � � I i i i i i i 11111 �� I I s%WA SCALE.: I/4' =1`-0' _;_M7'Rl ;'GER TO EA. 511l7 JAILS TYP. :JZ5' I6P O.0 HEATHIIJG PER PLAIJ PITCH RAFTERS TO TOP PLATE :ICAIJE TIE '1'YP. FIRE PLAC CAIJTILEVEk COIJIJECT TO 15T PER W/ L1J5210 HJ ZXIZ FLOC F ZX6 STUD WAL FIizE" PLACE PUMP PIF-TAIL SCALE: 1/V = I`-O' GeIJ�QL IJO-M'5: 1. DO IJOT SCALE DRAW TUGS. Z. PLAIJ5 DRAWIJ TO SCALE ARE%4'=1`-O' TYPe UIJOe 3. ALL SIRU--ri- ZAL. MAIL, CLIMBER, HARDWARE ETC. TO BE VERIFIED W/ 5TRLlC"f'L PLAIJ5 4. VERIFY ALL MEA5UREMEIJT5 10 FIELD PRIOR TO BUILD. 5. HDR g BA5EMEIJT LEVEL TO BE 7-0 A.F.F IYP. UIJO. HDR g MAIIJ LEVEL TO BE T-0 A.F.F. HDR g UPPER LEVEL IO BE io`-S" A.F.F N I A4 ,sal -REF. FOOTQ41EF- 444 5.F. BASEMEIJT 457 5.F. MAIIJ FLOOiZ 945 5.F. UPPER FLOOR 1549 5.F. TOTAL FIW15HED AREA 444 5.F. GARAGE 'IQ D I►J IIJGr ROOM o KITCHELI 30 RAJJW- V.T.0 ........................ "i fc77i "OC1010111 PIC PIC 5;6.0 �g�' 50LID WOOD DOOR. 3`-I" 20 MIIJ. FIRE RATIw6f W/ SELF CL0511.1G DEVICE IS` -II" OVIPF- ' TYPE'w' GWB MIIJ. 4" PIA. STEEL t:2 WALL5 4- CF- LIIJG BOLLARD LIP BUTTIIJG LIVIIJG SPACE 26 GA. STRAP AROLIIJD _; 1) W.H. TO WALL v TOP 4 ' TE TYPICAL FOR ALL STAIRS BOTTOM PWDR QPLATFORM W AFF CFM FAW )ZU�D I I I H.W I A4 LIM- OF CVR`D PORCH ROOF ABV IFGC 304.6 Outdoor combustion air for gas appliances. 304.6 Outdoor combustion air shall be provided through opening(s) to the outdoors in accordance with Section 304.6.1 or 304.6.2. The minimum dimension of air openings shall be not less than 3 inches. 304.6.1Two permanent openings, one commencing within 12 inches of the top and one commencing within 12 inches of the bottom of the enclosure, shall be provided. Where communicating with the outdoors through horizontal ducts, each opening shall have a minimum free area of not less than 1 square inch per 2,000 Btu/h of total input rating of all appliances in the enclosure. OR 304.6.2 One permanent opening, commencing within 12 inches of the top of the enclosure and shall have a minimum free area of 1 square inch per 3,000 Btu/h of the total input rating of all appliances. REVIE1A D FOR CODE COMPLIANCE APPROVED APR 0 3 2015 N e City of Tukwila BUILDING DIVISION CORRE TION LTR# RECEIVED CITY OF TUKWILA APR. 01 2015 PERMIT CENTER V 0 i, ►�i r Q � 1sl V TYPICAL sEc.-riou 5CAL F-: 1/4' =1`-0' TYPICAL WALL COIJ5TiZUCTIOIJ - ZX(o 5TUP5 o IG O.G. EXTERIOR WALL5 - 2X4 5TUP5 c 16" O.C., IIJTERIOR PARTITI0IJ5 (ZX6 c PLUMB IIJGr WALLS) - CZ-21 IIJ51-11.ATIOIJ WITH VAPOR BARRIER TYPICAL FLOOIZ COIJ51-RUCT I OIJ - FIW15HF-P FLOOR PER PLAIDS - 3/4" -re4 51-IBFLOOR (SLUE AQP WAIL) - FLOOR JO15T5 PER PLAID - R-30 IIJ5UL..ATIOIJ OVER UIJHEATEP AREA-5 - 6 MIL. VAPOR BARRIER c CRAWLSPAGE e 5LAB - 41 GOIJGRETE SLAB OW GRAPF- - R-10 R141P I05UL c R-5 THERMAL BREAK c HEATED AREA TYPICAL ROOF COIJ5-fRUCTIOU - COMP051TIOIJ ROOF 5HIU6iLE5 -15# RDOFIIJ� FELT -l5/32" SHEATHIIJ� PER PLAID - 5TRUCTURAL 5Y5TEM A5 WOTE17 OJ FRAMIUen PLAID - R-49 IU5UL..ATIOIJ - I/V GWB. CEILIIJ4 - I/S" TO 1/4" ME5H 5CREEIJ OVER OPEIJIQehS - IJET OPEIJIIJG AREA MIIJIMUM 1/150 OF VEWrF-P AREA OR 1/300 IF 50%-SO7- OF VFUTIIJGr IJEAR TOP OR VAPOR RETARPER - PROVIPF- l" MIIJIMUM CL.EARAUCF- BE.TWEEIJ IIJ5ULATIOIJ REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 3 2015 City of Tukwila BUILDING DIVISION HECEI ! r Z�ED MAR 2 5 2015 P', ;I H, ' CENTER Z :2 V V � nQ lY. p � W dd LO IJOT U5F-P UOT U5F-P IJOT USED IJOT USED Itca s C4�-L-De 4--) w1 11 51PIIJG 5HF-ATHIIJ4 DRIP FLA5HIIJG PECKIIJG / �" AP FOR WATER PRAIIJAG P.T T PER PL Q P.T 4 PO5T P05T CAP P.T 2X4 4" Mlu. P.T 2X4 PECKUl W/ 4' 5 FOR WATER PRAIIJAGE PECKI «" Dla. BETWEEIJ BALUSTER -- TO B P.T 4X4 POST PERPEWPICULAC� 7O J015-P5 _ I"XI" BAUJSTER i I 4 RIM JOI :"�T PER PLAlJ I� m P.T 2X4i4l 11 11 11 11 11 11 ^, (2) H.D.G THRU. BOLTS (2.) 2' HPG THRU BO 5 `V RIM BOARD PER PLAU (3) " LEPGERLOK 5TA4 EP OR (2) U MIIJ HAIJGER P DRIP FLA51-1104 EXIST. 5TEMWALL c M. L.EdGEIZ PF-TAIL )IZAIUIJ4�PFTAIL. 7 RAILP05T COIJIJECTIOIJ S �.r5PLACE. DETAIL IJTS IJTS IJT5 *c� 11J5TALL (1) DTT2Z TEIJTIOU TIE EA. WP OF THE DECK WHW IJEW CO1J5TRUC"fIOIJ Is APPLIED STUD WALL PER PLAID 11J51JL PER PLAIJ IJOTE: SPACIIJG BE"fWFF.W IIJTERME.DIATE 51-1EATHU6r PER PLAID C A (HAWPP-41L 4RIP SIZE PER GUARDRAIL. MEMBERS TO BE SUCH THAT 2X6 STUD WALL 16" X4 o.0 MAX 2. CEI�AIz IRC R3115.6.3.) A SPHERE OF 4 DIA. SHALL WO'I' PASS 2- LAYERS GRADE D BLDG PAPER 11/4" PIA. MIIJ. THROUGH AMY OPWI JGr WEATHER RE515TAIJT BARRIER HAIJDRAIL, COIJT. f V/ , GWB FOR FULL LEIJGTH / HA P1ZAIL5 PER CO ((4ALV. METAL LATH OF STAIR l/ IRC R3115.6 R-21 051-L-ATIOIJ I\_/JII BALUSTERS TO COIJFORM 3/" T E G SHEATHIIJG GLUED ADHERED STOIJE VEIJEER TO IRC R312.2o.c I SUPPORTED EDGES 4 12' OC } ff A35 EA SIDE OR FIELD MEMBERS TYPE "IJ MORTAR J011JT L-570 OIJ OIJE 51DE O — # TYPE "Q' MORTAR 5EATIIJG BED /s FLOOR J015T (2X, TJI ETC.) PER PLAID m 36" MIIJ. STAIRWAY WIDTH _ PER IRC R311.5.1 5�a' GWB 26 GA GALV. CORRO51OU II OPT. BEAM RE515TAIJT WEEP PER PLAIJ 5CREED-OVERLAP BLDG 10' MIU. X� PAPER -LATH TO COVER 4 �l � TERMIIJATE OIJ FLAIJGE BELOW STAIR IIJSTALL 1/2" (32' ABV sTEMWALL mu.) G.W.B. c§ CEILIIJG 4 WALLS IWE K HOUSE WRAP OVER �j(6' 056 SHEaTIHIIJG W/ 5IDIIJG PER PLAIJs 5TEMWALL PER PLAID 4 4 CEPAC� (3) 2X12 STRIIJGERS OPT. VEJJEER pi-W. GRADE COIJDTIOIJ - P.T PLYWD FIRE BLOCKIIJG e MID-5PAIJ 6 � 2X4 THRUST R-21 11J5LLATIOIJ CO1JC. WAIL TO STEMWAU_ 1 1 O.C. IJOTE: REATEST AIJD LEAST TREAD III : . a REVIEWED FO BLOCK G / 9I5ER SHALL IJOT VARY MORE THAIJ 3/6' 2X6 STUD WALL � 16" O.0 MAX 4" MIu. (SCREED TO GRADE) 1 . $. ; a 11;0DE COO PLIAN ." E (PER IRC R3115.3.14 R311.5.3.2) (SCREED TO PAVEMEI M ........ ... ..... .:. ��...............::........................................................... Q APPROVED _ - (3) S TOE "AIL 5TRIIJGER i TO THRUST BLOCKK I APR � 3 2015 f JOIST OR BLOCKIIJG FLOOR BELOW i i . II City Of Tukwila BUILDING DIVISION O=P. IIJTEIZIOIZ STAIiZ dETAIL TYP. EX-r, ZR 01Z WALL DETAIL 3 )AP�HED VEIJEiZ O/ SHEATHIIJG 4 TYPICAL KIJEE WACE IPETAIL CITY DF s UI V191�. A IJTS IJTS IJT5 IJT5 MAR 2 5 2015 PE��-UT CENTU V :_ LR LL p� Q 1i1 nL O IJOTE5: GrEIJF-k:1' AL. WOTE5 TESTII.16r AIJD IIJSPECTIOIJ: TEE.STIIJA AIJP IIJ5PECTIOIJ TO COIJFORM TO IBC 2.012. IT 15 THE COWMACTOR5 RESPOIJSIBILITY TO COIJTACT A AEOTECHIIJCAL EIJAIIJEER A5 IJEEPEP PRIOR TO PLACEMEIJT OF ALL FOUIJDATIOIJ WORK TO 4551-11zE THE PREPAREP 501L.5 AIJP BEARIIJA 5URFACE5 MEETS THE MIIJIMUM REQUIRED BY T1-1I5 POCUMEIJT. 50IL-5 COMPACTIO0 5HALL BE PER AEDTECHKICAL. EIJAIIJEER RECOMMEIJPATIOIJ AIJP SHALL. BE SLIPERVISEP AIJ APPROVED TESTIIJA &;r JCY OR AEOTECHLICAL E. 64IIJEEIZ. M15CELLAIJEDUS: COIJTRACTOR SHALL PROVIDE ADEQUATE 5HORIIJG AIJP BRACIIJA OF ALL STRUCTURAL MEMBERS, EXI5TII.1G COIJ5TRUCTIOIJ AIJP 5011- EXCAVATIOIJ A5 REQD. AIJP IIJ A MAIJIJER OF SUITABLE TO THE WORK 5E laUEIJCE. TEMPORARY 5HORIIJA AIJD BRACIIJA 5HALL WJOT BE REMOVED UIJTIL ALL FIIJAL COWF-CTIOIJ5 HAVE BEEIJ COMPLETED IIJ ACCORPAIJCE WITH THE PRAWIIJAS AIJD MATERIAL HAVE ACHIEVED DE5I6-tIJ 5TREIJATH. COIJTRACTOR SHALL BE iZE5POIJ5IB1-E FOR ALL SAFETY PRECAUTIOIJ5 AIJP THE METHOP5, TECHIJIQUE5, 5EQUEI.ICE5 OR PROCEDURES REQUREP TO PERFORM THE WORK. 5 I �"E WORK ALL EARTHWORK, MATERIAL BACKFILL AIJP COMPACTIOIJ SHALL BE IIJ ACCOR,?AIJCE WITH THE RECOMMEIJDATIOIJ OF THE AEOTECHIIJCAL REPORT. EXCAVATE TO PEPTH 5HOWIJ AIJD TO FIRM UkPI5TURBEP MATERIAL. OVER-EXCAVATIOIJ5 5HALL BE BACKFILLEP WITH L.EAIJ COIJCRETE AT THE COIJTRACTORS EXPEIJ5E. BACKFILL BEHIIJP WAL-L5 5HAL-L IJOT BE REPLACEP BEFORE THE WALL 15 PROPERLY 5UPPORTEP BY THE FLOOR MATERIAL, 51-AB OR TEMPORARY BRACIIJA. CDWCRETE ALL COIJCRETE WORK SHALL COIJFORM TO THE REQUIREMarl-5 OF CHAPTER 19 OF THE IBC MATERIAL5 CEMEIJT COARSE AIJD FADE AAAREAATE WATER 5TREIJATH 51-AB5 FOOTIIJGS ADMIXTURES A5TM C1501 TYPE I OR TYPE II ASTM C33 CLEAIJ AUP POTABLE 3000 P51 o 28 PAY5 3000 P51 o 28 PAY5 WATER REDUCIIJA APMIXTL RE5 MAY BE IWCORPORATED 10 COIJCRETE MIX DE516W5 5HALLL. COIJFORM TO A5TM C 494, AUP BE U5EP IW 5TRICT ACCORPAJCE WITH THE MAIJUFACTURE.5 RECOMMEIJPATIOIJS. CALCZ OR OTHER WATE9-50ULABLE CHL.ORIPE ADMIXTURES 5HAL L- IJOT BE 1-15EP. AIJ AIR EIJTRAIIJIIJA A6-tWT COIJFORMIIJG TO A5TM C 2.60 5HALL BE U5EP IIJ ALL COIJCRETE MIXES FOR FLATWORK WITCH IS EXP05EP TO WETHER THE AMOUIJT OR EIJTRAIIJEP AIR SHALL BE IIJ ACCORPAIJCE WITH ACI 301 AIJD MEA51-IZEP IIJ THE FIELP AT THE P15CHARAE F-W OF THE PLACIIJA H05E M 15CF-LL.AIJEOUS WATER/CEMEIJT RATIO 5HALL BE MEA5UREP BY WEIAHT AIJP SHALL BE B45EP OW THE TOTAL CEMEIJTIOUS MATERIAL. W/C RATIO SHALL BE PETERMIIJEP BY THE SUPPLIER BA5EP OIJ 5TREIJATH REQ`5 Ak P SHALL. IJOT EXCEED MAXIMUM W/C RATIO 5HOWJ ABOVE. FIEL.P MEASURED SLUMP 5HALL COIFORM TO THE 5UBMITTEP COIJCRETE MIX PESIAIJ. TOLERAIJCE OF SLUMP 5HALL COIJFORM TO A5TM C 94. FORM WORK SHALL FOLLOW RECOMMEEIJPEP PRACTICE FOR COIJCRETE FORM ACI 347. IF THE AIR TEMPERA'T'UZE WILL EXCEEP 75 PEGREE5 F WITHIIJ 45 HOUR5 OF PLACIIJG CO{JCRETE., A M015T CURE SHALL BE APPLIEP TO THE COIJCRETE FOR A PERIOP OF 36 HOUR5 AFTER FIIJI5HIIJ6-r COIJCRETE 5URFACE5. 5EE 5PECIFICA-rlOkJ5 FOR CURIIJA REQ`5. REIIJFORCIIJA STEEL PERORMEP BAR RF-IIJFORCEMEIJT A5TM A615-69.6 0 PETAIL, FABRICATE AIJP PLACE PER ACI 315 AIJP ACI 315. SUPPORT REIIJFORCEMEIJT PER CR51 MAIJUAL- OF 5TAIJDARP PRACTICE, M5P-I. COIJCRETE COVER SLAB BARS 3/4' TYP, I" FOR RATED COIJST. IJOIJSTRUCTURAL 5.0.6-1 MID-PEPTH WALL. BARS: IIJTERIOR FACES 3/4' EXPOSED TO EARTH OR WEATHER I Y' (00. 5 AIJP SMALLER) FOOTIIJ615 BOTTOM 3" , TOP I YZ' , SIDE 2" ELECTRICAL COIJPUIT 5HALL IJOT BE PLACEP WITHIIJ A S.D.G BUT SHALL. BE PLACEP BELOW THE SLAB 10 THE 5UB-BA5E. WEL.PIIJA OF REIIJFORCIIJG, WHEIJ APPROVEP BY AIJ EIJAlWF-f R, 5HALL BE PER AW5 PI-4 REIIJFORCIIJA STEEL WEL.DIIJG COPE. REBAR TO BE A5TM A706, AR 60 LOW ALLOY, USE E70XX WELPIIJA ELECTROIJIC5 WHEIJ INIF- DIWA TD 5TRUCTURAL 5-1-EEL AIJP E90XX WHEIJ WELPIIJA TO REBAR WOOP WOOF PE5I6IJ, FABRICATIOIJ AIJD F-RECTIOIJ SHALL COkIFIRM TO THE RE05 OF CHAPTER 23 OF THE IBC MATERIALS 5TUD5 HEM -Flit COIJ5TRUCTIOIJ GRAPE J015T5 DOUGLAS FIR -LARCH 5TRUCT. AiZADE IJO. 2 BEAMS DOUALA5 FIR -LARCH 5TizUCT. 69APF- WO. P05T5 D01-164I..45 FIR -LARCH 5TRUCT. 41ZA F- WO.2 GLU-LAM. TIMBER ATTIC AI90.124F-V4 (24F-V5 FOR CAIJTILEVER 4 MULTI-5PAIJ COIJPITIOIJ5) EXTERIOR GLUE UIJO 1-JO15T A5TM P5055 GLUED BUILT UP LUMBER 1.55E FB=2300P51(MIIJIMUM L5L) 1.9E F134.600P51(MIIJIMUM LVI-) 2.0E FB=2900 P51(MIIJIMUM P51-) 5HEATHIIJG AROLIP I OR 115PF-CIF-5 C-D IIJTEiZIOR W/ EXTERIOR GLUE ALL LUMBER SHALL. BE 5TAMPEP WITH THE GRAPE MART. OF EITHER WEST COAST LUMBER IIJ5PECTIOU BUREAU (WWLIB) AIJP OR INESTERIJ WOOP PROPUCT5 A55OCIATIOIJ (WWPA) AIJP SHALL BE KILLIJ DRIEP. PRESERVATIVE TREATED LUMBER ALL WDOP IIJ COIJTACT WITH COOCRETE, MASOIJRY, OR AGAPE OR EXPO5EP TO WEATHER SHALL. BE TREATEP LUMBER, TREATEP LUMBER SHALL BE 10 ACCORPAIJCE WITH AMERICAIJ WOOD-PRE5EVER`5 A550CIATIOIJ (AWPA) 5PECIFICATIOIJ5 FOR THE PRE55URE TREATMEIJT OF WE5TERIJ WOOP5, L.ATE5T EPITIOIJ. A;; FIELD CUTS AMP MIL-I-F-P HOLE5 SHALL BE IIJ FIELD TREATEP IIJ ACCORPAIJCE TO AWPA M-4. PRESERVATIVE TREATED LUMBER U5EP IIJ E.IJCL05EP L.00ATIOIJ5 5HALL HAVE A M015TURE COIJTEIJ-r OF 197 OR LE55 BEFORE COVERIIJA. MAIJIJFACTUZEP WOOD TRU55E5 MAIJUFACTUREP WOOP TRU55E6SHALL BE MAWUFACTUREP A5 REQ`D BY TPI I AIJP DESIGIJEP BY A PROFESSIOIJAL EIJAIIJEER. METAL COIJIJECTOR5 / AIJCHOR5 BOLTS SHALL BE A5TM A307 UIJO. WAILS SHALL BE A5TM FI667 COMMOIJ. AIJCHOR COIJIJECTIOIJ5 SHALL BE SIMPSOIJ DR TECO OR IBD APPROVED. ALL FASTEIJERS SHAD. BE 105TALLEP PER MAIJUFACTURER RECOMMaPATIOIJ5 UIJO. ALL STEEL COWWF-CTOR5 EXP05EP TO THE WEATHER DR IIJ UIJHEATEP PORTIOIJ5 OF THE BUILDIIJA SHALL BE HOT PIPPED AALV. AFTER FABRICATIOIJ5 PER A5TM AM3. FA5TEIJER5 IIJ COIJTACT WITH PRESERVATIVE TREATED LUMBER SHALL BE HOT-PIPPEP AALV. UIJO. IIJ ACCORDAIJCE WITH THE MAI.IUFACTURES RECOMMEIJPATIOIJ. MIIJ. FA5TEIJIIJ6-tSHALL BE IBC TABLE 2304.9.1 MIIJIMUM IJAILIIJA FOR 5HEATHIIJA SHALL BE IOD COMMOIJ WAIL5 o 0 D.C. FOR PAIJEL EPAE5 AIJD 12" FOR iKrrERMEDIATE SUPPORTS UIJO. PROVIDE A Yg AAP BETNEEIJ 4X8 5HEET5 (Y4' AAP FOR SHEETS LARGER THAW SXS). ROOF 5HEATHIIJG 5HALL HAVE A MOISTURE COIJTEIJT OF 157 OR LESS BEFORE ROOFIIJG. M 15CELL. F-01-15 ROOF AIJP FLOOR FRAMIIJA LAYOUTS ARE PROVIDED TO ILLU5TRATE COIJDITIOIJS OF COIJ5TRUCTIOIJ AIJD DO IJOT IJECE55ARILY IWICATE 5PECIFIC OUAIJTITIE5 OR MATERIAL OR COMPOIJEIJTS REQUIREP FOR COW,TRUCTIDIJ. USE OF PRILLEP COIJCRETE AWC.HOR5, IWJCI-UP>IIJ6-r BY F-XPAU5100 BOLTS, APHE5IVE AIJCHOR5, AIJP UJDERCUT AWJCHOR5, WHERE IJOT 5PECIFIF-P 10 THE DOCUMEIJTS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/EIJAIIJEER. AWCHOR5 SHALL BE IIJ5TALLEP PER THE MAIJUFACTURER5 REC0MMF-WP>ATIOIJ5. ICED OR [CC REPORT5 5HALL BE 5UBMITTEP FOR ALL AkJCHOR5. APGREV I AT I OW5 L 15T ?YP.=TlPIC4L I = 7ED OTHERWISE 5.1-151 = SAFETf GLAZItiJG EA. _ DPTH=DEPTH EQUIV. = ELx.IIVALElJT EXT. = EX"fEKIOR IIJT. = IIJTERIOR HT. = HEIGH? MA?-. =MATERIAL CAlJT. = CAl'fILEVEIZ = APPKOXIMATE CL = CEIJTECZ LIlJE EXIST. = EXISTIIJG SH = 51lJ6LE HUl.16-t PIC = PIC?UCZE IIJSLIl.. = II.ISULATIOlJ/IIJSULATE G.0 =CASED OPE.FJIFJG WOOD 5YMPOL5 LE61F--Wp Pp = P05T BELLOW J L C = J015T / BEAM HAIJGER = POST / POIIJT LOAD O = WALL. BELOW #X# = PO5T SIZE 0 = 5HF-ARWALL TYPE (TRIAIJAL.E POIIJT5 TO 5HEATHIIJG 51PE) = BEAM 1 W5PEC-r 10 J 5CHF.--PULE 105PECTIOIJ COIJTIIJUOU5 PERIODIC COMMEIJT RFFJWFORCEMEIJT PLACEMEIJT X REIIJFORCEMEIJT WEL.PIIJA X AWC.HOR BOLTS X COIJCRETE SAMPLIIJ6-r AKV 5PF-CIMW PREPARATIOIJ X COIJCRE'i"E/ 5HOTCRETE PLACEMEIJT X COIJCRETE CURIIJA X PRE STRE55EP wA PRECA5T F-RECTIOIJ IJ/A POST TEIJ510IJED IJ/A IW5PF.CT10W 5CHF--PULE WO"i"E5 ALL ITEMS MARKEP WITH "X" SHALL BE IIJ5PECTEP IIJ ACCORPAUCE WITH IBC CHAPTER 17 BY A RE rl5TEREP SPECIAL IIJSPECTOR FROM AIJ APPROVED TESTIIJA A6ra-ICY. THE TESTIIJA AAEIJCY SHALL 5EIJD COPIES OF ALL 5TRUCTL RAL TESTIIJA AIp IIJSPECTIOIJ RECORP5 TO THE ARCHITECT, EIJAIIJEER, COIJTRACTOR AIJP BUILPIIJA OFFICIAL. THE TESTIWJA AAEIJCY SHALL WJOTIFY THE ARCHITECT/EIJGIIJEER IMMEPIATELY OF AIJY P15CREPAIJCIE6 THAT ARE FOUIJP. ALL MAIJUFACTUiZE5 PE5IAIJED AIJP PREFABRICATEP COMP0WF. JTS SHALL COIJFORM TO SPECIAL IIJSPECTIOIJ REQUIREMEIJTS OF CHAPTER 17 OF THE IBC A5 PEFIIJEP BY THE REGISTERED PROFE5510IJAL EIJAIIJEER RESPOIJ5IBLE FOR PE5IAIJ. PERIODIC IIJSPECTIOIJ SHALL BE PERFORMEP FOR THE VERIFICATIOIJ OF IW-SITU 5TREIJATH PRIOR TO 5TRESSIkA OF TEIJPDIJ5 AIJD PRIOR TD SPECIAL IIJ5PECTIOIJ6 FOR 5011-5 5HALL BE PEFIIJED BY THE AEOTECHIIJCAL EIJAIIJEER. 5PECIAL. I05PECTIOIJ6 FOR SOILS SHALL BE PEFIIJEP BY THE AEOTECHIIJCAL EI.JAIIJEER. 5TRUCTURAL OBSERVATIOIJ5 5HALL BE PERFORMED BY THE STRUCTURAL EIJAIIJEER OF RECORD OR REGISTERED PE61AIJ PROFE5510IJAi- IIJ ACCORDAt JCE WITH 5ECTIOIJ 1709 OF THE IBC. STRUCTURAL. OB5ERVATIOIJ WILL BE PERFORMEP FOR AEIJERAL COIJFORMAIJCE TO THE COIJSTRUCTIOIJ DOCUMEIJT5 AT THE 51AIJIFICAIJT COIJSTRUCTIOIJ 5TAGE5. REPORTS 5HALL BE PREPAREP FOR EACH SITE VI51T AIJD P15TRIBUTEP TO THE ARCHITECT. COWMACTOR TO PROVIDE A PLAID FOR HOT AIJD COL.P WEATHER PLACEMEIJT OF COIJCRETE AIJD THE SPECIAL IU5PECTOR TO PERFORM PERIODIC IIJ5PECTIOIJ TO PROVIDE VF-RIFICATIOIJ FOR THE (JEEP TO IMPL.EM[F-WT 5UCH PLAIDS. C�E51GrIJ CRI"t"ERIA STRUCTURAL PE5I6rIJ 15 BA5ED OW THE IWTERIJATIOIJAL. BULL.PIIJA COPE 2012 EPITIOIJ. GRAVITY PE5I64IJ L.OAP5 ROOF LIVE 20 P5F ROOF 5WOW 2.5 P5F EXPOSURE B IMPORTAIJCE FACTOR 1.0 LATERAL DESIGrIJ LOADS WIIJD BASIC WIkp SPEED EXP05URE IMPORTAIJCE FACTOR 5E15MIC 51TE CLA55 OCCUPATIOIJ CATEGORY PE5I61IJ CATEGORY 5s 51 IMPORTAIJCE FACTOR R TOTAL BASE SHEAR 501L 110 MPH (3 5EC GUST ULTIMATE LOAP) B 1.0 D D 1.46 0.54 1.0 6.5 V = 0.150 W SOIL SHALL BE BEARIIJA CAPACITY OF 1,500 P5F PER MIIJIMUM RECOMMEIJPEP IIJ REL:E I V E D CITY OF UIVl9R.A MAR 2 5 2015 REVIEWED FOR ' CODE COMPLIANCE APPROVED APR o 3 2015 City of Tukwila BUILDING DIWSIORI , Z :2 � LL d i� � til �g r°- !DOTES: 2X6 STUD WALLS c 16" O.0 ABV. TYP. IPi -all — ------- --- ------------------------ C.OIJTIIJ000S n . e�. °a ... •,a'. --- -------------- . A. e'.: $ F. •4. a. '•A xv. mw w•�awvmwm aw my _ _ _ _ — -- _ A . .••S. ..'�Q ,."'.; ."sv.^:C e•.: f •��E. � 4• d "y` Q.. '.: a `•• •e. : � D. ' f• • • „" . •. 4 d : ---- d . -------------------- I s> _................._. _`" I 12' WIDE X 12' THICKEIJED SLAB d aI I 2X4 16" O.0 STUD WAIL I PER STEP F"fG PER I I I I TYP DETAIL I I I I TYP DETAIL I ........... I II RE"CA11JI1J6r WALL FOOTIIJ� I I I '� A I :: I I I I ..R I PER TYP. DETAIL I ............................. I pi I 4" BASEMEIJ7 S.D.G I I I 'Y` I 4" GAizAGE S.D.G I I01I OVER+ GRAIJLILAR FILL I I I `q I OVER 4" GRAIJLLAR FILL W/ R 10 IIJSIL. EIJTIRE SLAB I I I I SLOPE 3" TO O.H POOR N I D I I I TAIIJIIJG WALL FODTIJG II f I I I I �� 1 a I PER TYP. DETAIL I I I I I ° 23/32 APA RATED STRUCT I I IJAILOC 15 FIELD I I I TAIIJIIJG WALL FODTII.IG STEP FTG PER I :�'•. O C PAUEL ED LSD TYP. I STEP FTG PER ' " PER TYP. DETAIL TYP DETAIL b a I I TYP DETAIL I I I e I I I I I I I I I •y`.. I 'A •�. I `� I I TAIUMen WALL FOOTMen C t - PER TYP. DETAIL L- 149' W IDE X IO' THICK COLJTI FTG W/ (3) #4 LOIJGIT 4 ALT STEMWAL L VERT ABR HOOK UTO FTG e I----� L_------------------- ' e A: 9. — — — — — — --------------L k" .. A f _....._.._.......-....._...._._...._.._._...._................_............-.....�.._......._.........._._ d. — :. . .. .,. .. a. .9.. . n..� .. ... .. .. — — — — C.OIJ'f IIJUOUS — — — — — — — — — — — — — — T — •°A .�•i ... ....... ....... ....... ....... ....... ....... ....... ....... ........ ....... .............. ..-.n....... ....... ....... ....... ....... ....... ....... ....... ....... ........ ....... .... _ — — — — — — — — — — — — — — — — — — — — — — — — --- ON FOUWPATIOW eau SCALE: 1/4' = V-D" - THE BOTTOM OF ALL FTG`5 TO BE IS" BELOW GRADE VIM. TYP. - 4" COIJCRE'fE 5L OVER COMPACTED 5011.- n, "ISMIL VAPOR BARRIER OVER 4" COMPACTED FILL. - ALL WAILII.14 IIJTO TREATED LUMBER MUST BE HOT DIP GALV. STAII.LESS STEEL OR E:auiV. ALL HAI mFRS IIJ COIJTACT"TREATED LUMBER MUST BE Z-MAX, 5TAIILL.F-55 STEEL OR EQUIV. - EM3ED ALL HARDWARE PER MAI_-IFAC-RRER 5PEC5. W AW-HOR BOLTS W/ 3" X 3" X 2.29" GALV. BP WASHERS TYP. L.IJO PROVIDE 51I ALE. KIIJG STUD 0 51IJC',LE JACK 5TUD FOR OPWIIJG UP TO 4'-0" P DOUBLE KIIJG 51UPI5 E DOUBLE JACK STUDS AT P16AF-R OPEl 11W-6 AT W IIJDOW5 E MAIJ DOORS U.IJ.O - PROVIDE (2) 2X d'ALL COMMOU LIMBER BEAM SUDS, * (3) 2X ® ALL STRUCTURAL LUMBER BEAM WP 5. 5HEE.F.T IJOTFE!S; 39`-a" NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of lh" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall.near location of power panel.) 51 FOR GE�IJEERAL COW5—MUCT I OIJ WO"T F-5. 2.. 5EF.F.54/55 FOR TYP. COJCRF-TE�. PF-TAILS 3. 5F.E a 5(o FOR TYP. WOOD FRAME-P PF-TAIL5 4. PROVIPF- (2.) 2.X JACK 5-T P UIJO 5. PROVIPEE! (2.) 2.X KIW6r 5TUP o OPF.WIIJGS UP TO 6`-O' 4 (3) 2X KIW615TUP c ALL 0THFR5 U.W.O 6. PROV I pF- GEC P05T CAP AQP AF3U P05T F345F. o ALL FizEEI��5'TAWP P05T5 7. 5TUP WALL FRAM 106r 51 ZF. MAY PE. 3X o CF-RTA 1 k15HF.ARV4ALL LOCAT I OJ5 1ZF-F. 5HF.ARV4ALL SCHF.PULF. FOR 3X FI2AMIIJG RF-aUIRF�MEIJT5 MAIW FLOOR FVZAM1W6i PLAW SCALE : 114' = V-0' - HDR5 TO BE DF-2 4X10 TYP. UJO - ALL WOOD IIJ COIJTACT WITH COIJCRETE TO BE PRESSURE TREATED - 50FFIT, VEIJT, AUP 11J51LILATE ALL CAIJTILEVERED AREAS - PROVIDE SOLID BLOCKIIJG OVER SUPPORTS - PROV IDE 5UPPLEMWTAL JOISTS/RLOCKIIJG BELOW SHEAR WALLS A510PICATED 00 FRAMIIJG PLAIJ PROV IDE SOLID FRAMIIJG EQUAL TO THE WIDTH OF THE MEMBER BEIIJG SUPPORTED (UJJ.O.) - PROVIDE SIIJGLE K104 STUD 4 51UQ.E JACK 5TUD FOR OPEIJIIJG UP TO 4`-0' 4 DOUBLE K11JG STUDS 4 DOUBLE JACK 51-UD5 AT BIGGER OPEIJIIJGS AT W IUPOW5 4 MAIJ DOOR5 UJJ.O - PROVIDE (2) ZX (-w ALL COW00 LUMBER BEAM EIJD5, 4 (3) 2X g ALL 51RUCI URAL LUMBER BEAM SUDS MIU. - ALL EXTERIOR WALLS TO Be 5HE A, W L TYPE "5WI" MIIJ. U.J.O IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE . NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. p i2 Crj=l%1E D CITE` OF TUK1i ILA MAR 2 5 W5 CENT E I-1 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 3 2015 City of Tukwila BUILDING DIVISION Z :2 V :_ R V � p ld- d o� � �w �S �- Q V Q0-rF-5: rr '•' /tom �• � r• SCALE: 114' = F0' - HPRS TO BE PF*2 4XIO TYP. UIJO - ALL WOOD IIJ COIJTACT WITH COIJCRETE TO BE PRESSURE TREATEP - SOFFIT, VEIJT, AUP IW5ULATE ALL CAIJTLEVEREP AREAS - PROVIDE 50LIP FLOCKIIJG OVER SUPPORTS - PROV IPE 51LIPPLEMEIJTAL JOISTS/BI.00KIIJG BELOW 5HEAR WALLS A5 II IPICATED OW FRAMIU61 PLAID PROVIDE 50LIP FRAMIIJG EQUAL TO THE WIDTH OF THE MEMBER BEIW6f SUPPORTED (U.IJ.O.) - PROV IPE 511JGLE KIIJG STUD 4 51W& LE JACK 51-UP FOR OPEIJIIJG UP TO 4`-0' 4 DOUBLE KIIJG 5TUD5 4 POUBLE JACK 5TUD5 AT BIGGER OPWIU66 AT WIIJPOWS 10 MAIJ DOORS U1.J.0 - PROVIPE (V 2X v ALL COI,' I LUMBER FEAM EIJPS, 4 (3) 2X c ALL STRUCTURAL LUMBER BEAM E P'D MIIJ. - ALL EXTERIOR WALLS TO PE SHEARWALL TYPE "5WI" MIU. U1J.0 A35 CLIP v (2) IJEARE5-17 TRUSSES A35 CLIP (2) 8' PIA THRU BOLTS. COUIJTER 5L 16' PLX4" X PL g' 8' DIA THREAPEP ROD MIIJ. 6X6 1?05T IL? MAX A35 E5 P05T IJO.2 CLEW 15 TYP. 3/16 4. PL -Ef 3/16 sHF-ATHIWA A35 CLIP E.5 OF BEAM (4) 4' X LAG SCREWS 3" EMBED 4XI0 RAFTERS PER PLAID -rHRU PoL--r5 b U-5HAPE FEIJT PLATE LEDGER COIJIJECTIOU PER IV66 COl QIF-C�rlow PF-TA,IL 2 = I`-0' IJOTES: I. AT COIJPITIOIJ5 WHERE POST 51?AIJ5 TO UIJPER5IDE OF W IIJPOW SILL PLATE, PROVIDE (3) 2X6 SILL PLATE AIJD CLIP EACH F-WP WITH (2) A35 CLIP. REF A CAIJ01 CABLE SPACII SCALE: 114' =1`-0' - HPRS TO BE PF#2 4XIO TYP. UIJO - ROOF SHEATHIIJG TO BE 15/32" APA 5TRUCT. I RATED W/ IOP WAIL g 6' O.0 EP4E5 g IV O.0 FEILP - BEARIIJG WALLS ARE IIJPICATED A5 SHAPED WALLS - PROVIDE VEWTED BLOCKIIJG AT REQUIRED TRU55/RAFTER PAY-5 - ALL MAIJUFACTUREP TRU55E5: - 5HALL IJOT BE FIELP ALTERED WITHOUT ElJGIIJEER 5 APPROVAL - SHALL HAVE DE5I6IJ PETAIL5 AIJD PRAW IIJG5 OU SITE FOR FRAMIIJG IIJ5PECTIOU - 5HALL PE IIJ5TALLED AIJP BRACED TO MAIJUFACTURER`5 5PECIFICATIOIJ - SHALL CARRY MA1JUFACTURER 5 STAMP OW EACH -TRU55 - IF AIJ EIJGIIJEEREP ROOF FRAMIIJG LAYOUT 15 PROVIDED BY THE TRU55 SUPPLIER, THAT TRU55 LAYOUT SHALL BE 51LIBMITTE12 TO THE EIJGIIJEER FOR REVIEW PRIOR TO COIJ5TRUCTIOIJ PROVIDE TRU55 LAYOUT AIJP SPECS OIJ 51TE FOR IIJ5PECTIOIJ. PROVIDE SOLID FRAMIIJG EQUAL TO THE WIDTH OF THE MEMBER BEIIJG SUPPORTED (U.IJ.O.) - PROVIDE 511JGLE KIIJG 5TUP e-SIIJGLE JACK 5TUP FOR OPEIJIIJG UP TO 4`-0' 4- DOUBLE KIIJG 15111P5 4 DOUBLE JACK STUDS AT PIGGEIZ OPEIJIIJGS AT WIIJPOW5 4- MAIJ POOR5 U.IJ.O - PROV IPE (?_) 2X o ALL CO"-10W LUMBER PEAM EIJPS, 4 (3) 2X v ALL. STRUCTURAL LUMBER BEAM ekp5 MI. - PROV IPE HURRICAIJE CLIP o EACH 11ZU55 - ALL EXTERIOR WALLS TO PE 5HEARWALL TYP "5WP' MIIJ U1J.0. :CTIOIJ =JACKS '6 LEDGER W/ HAIJGER5 PORCH ROOF •y4' PER FT. ROOF VFIJTILA`r[OW CAI..CLILATIOW 50'/-507 OF VEIJTILATIOIJ MUST BE MAPS BY PLACIIJG ROOF JACKS 3`-0' ABOVE EAVES 945 5QFT OF ATTIC X 144 / 500 = 455,50 IU REO`P 7"XT ROOF JACK = 49 50 IIJ VEWTILA"f I01J 455 X .5 = 227.5 / 49 = 4.64 (5 ROOF JACKS REQ`P, IIJ5TALL 5) REMAIIJPER OF VEIJTILATIOIJ TO BE MAPS WITH VEIJTED SAVE BLOCKS PROV IPE VEW-rF-P SAVE BLOCK g EVERY OTHER TRU55 BAY PIECC'EiVED CITY OF TUrWILA MAR 2 5 2015 1 7 In �. z "ve, 6 e APR 0 3 2015 City of Tukwila BUILDING DIVISION! r � LL d �[ E iz �s1 o wo-f E5: BE1JP SLAB STEEL AROUIJP A5 5HOWW 8 �. .'.P:�I E EW a, 1 *4 COWTIQUOUS 1--10'--a TOP A1JP BOTTOM �- EDGE OF SLAB FIRST POUR 5FZOLP POUR - I- PROV IPE COIJTROL JOU-175 OR C01J5TRUCTIOIJ JOIIJTS 20` O/C EACH WAY MAX. CElJTER OF SLAB TYPICAL SLAB OW GRADE scALE: u.T.s P05'T' PER PLAIJ. (2) U MIIJIMUM. STAGGER PAIJEL EDGE 1JAILIIJG FROM SHEARWAU- Ik TO BOTH STUDS HOLPOWIJ PER PLAW THREADED ROD - SIZE PER HOLPOWIJ 5PELIFICATIOIJ5 51MPSOQ C1JW COUPLER 55URE M TREATED SILL PLATE PER SHEARSCHEDULE a AIJCHOR BOLT s � • PER SCHEDULE TYPICAL HOLD DOWJ FOUWPATIOW 5CALE: Wr.a 5HE•ARWALL EDGE WAIL104 TO BOTTOM PLATE. EXTE4 P 5HEATHIIJG COIJT. TO 51LL. PRESSURE TREATEP SILL PLATE - PER sHF-ARWALL 5CHEPLILE. USE 2X6 W/ A.B. v 48" O/C (MIQ L"rP4 OR A35 PER SHEARWALL SCHEDULE 51-- A ALL EDGE- WAILIIJG TO 51L.L PLATE 6" MIDI — QEJI 0 16P g EA JOIST. WHERE 3X BOTTOM PLATE 15 REQ`P, U5E ,5PI X 4SCREW. 2. • T � '•4 FOUk PLAID I:':. vo, I'll" - yr rinn I V2" CLR 5AW CUT OR ZIP STRIP r \-5LA6 REIIJFORCEMWT PER PLAW MIP PEPTH KEYED C01J5TRUCTIO" JOIw-r JOIST PER PLAW (I -JOIST SHOWIJ) WALL PER -FOOTIIJG AIJP 4" 0 PF-WORATEP PLASTIC PER PLA1J REIIJFORCIIJG OR PIPE. CEJJTER IIJ 01JE CUBIC PER PLAW FOOT OF FREE DRAIIJIIJG I" MIUU5 GRAVEL KFPPEP IIJ GEOTEJCTILE FABRIC A1JP �11J TO APPROVED OUTFACE. I5"T5 PERPEIJDICULAR P-0" M11J. (2)*4 SEE ARCH. DWG. FOR IJ LOCATIO .' OF C FW - OF UR65 IJOTE:SEE. ARCH. DWG. FOR LOC•ATIOIJ OF JOIIJT5 EXPAlJ5101J JOIIJT *4 ® 24" O.C. (WRAP OIJE EIJP) /4" FIBER EXPAU5101J CUiZ611 PEP F-15 101D POST PER PLAW. (2) 2X MIIJIMUM. STAGGER PAQF-L EDGE IJAILIIJG FROM 5HEARWALL IIJTO BOTH 5TUP5 HOLPOWIJ PER PLW E55URE TREATED SILL PLATE PER SF-IEARWALL SCHEPLLE• • e AIJCHOR BOLT e.. ° PER SCHEDULE . A HOLD DOWJ G SLAB (RIM J015T IIJSTALL 51MILAR) SCALE: u.T.5 51-1EARWALL EDGE 1JAIL1IJG- TO BOTTOM PLATE. EXTEIJD 15HEA7rH11J4;i C01JT. TO 51L.L. PRESSURE TREATED SILL PLATE• PER 5HEARWALL SCHEPU-F- USE 2X6 W/ A.B. ® 48" O/C (MIQ LTP4 OR A35 PER 51-1EARWALL SCHEDULE 5,HEARWAI-L EDGE• 1JAILIIJG TO SILL PLATE a" M11J FROST PEPTI (IS" MI1J) PER 4" 0 PERFORA-rEP PLASTIC PIPE. CF_.1JTE.R11J OW5- CUBIC BizEAK SHEARWALL SHEATHIlJG FOOT OF FREE PRAIIJIIJG I" o BOTTOM OF SILL PLATE MI1Jus GRAVEL WRAPPED w 4F-O-rE•XTILE FABRIC AWP AIIJ TO APPROVEP OUTFA -L. SEE ARCH. FOR PEPRE55101J *3 g 24" 0/C Rs CURB •16P m EA BLOCK AI.D IT' O/C 11JTO RIM. WHERE 3X BOTTOM PLATE 15 MOP, USE 5P,X X 4X SCREWS BLOCKIIJG 40' O/C W/ (5) [OP 1JAIL5 JOIST PER PLAID (I -JOIST SHOIAIQ FOUIJPATIOIJ WALL PER i PLAIJ 4 u 1=I I ICI I= A... � A.......111.�11 �..., FOOTIUG AIJP REIIJFORCIIJG OR PER PLAIJ J015"r5 PARAU_EL SLAB PER PLAQ WALL PER PLAW -PT 2 51LL PLATE W/ 5/a' o AIJCHOR 1301.--r5 v 48" O/C OR PER 5HEARWALL SCHEDULF- PER PLAJ! - a 4A q ' 12" MII IJ. 3" CLR LPER PLA1J BEACZIW4 WAU-/THICKF-Wr-P SLAB 6CAL.E: u.T.s (2) *4 BARS FOR HEAPFER (CAW BE FOLMJPATI0IJ REBAR) COIJCRETE WALL PER PLAIJ-, ✓!, TYP (1) *4 3`-O' L01JG ALL CORIJER5 (2) *5 BARS EDGES 42 BAR PIA. (27" MIW) TYP. COIJC IZF-7lWFOCZCMEIJT @ OPIFUWG5 SCALE: u.T.5 WALL PER PLAID- 51LL PLATE AIJD AIJCHOR BOLTS PER- SHEARWALL SCHEPLLE. (U5E 2X6 P.T. 51L.L PLATE W/ 5/g O J$0LT5 dv 48" O/C MIIJ.) BACKFILL W/ POROUS MATERIAL (TYP) 4" 0 PERFORATEP PLASTIC PIPE. CF-WTER 11J OWE- CUBIC FOOT OF FREE PRAIIJIIJGr I" MI1JU5 GRAVEL WRAPPEP IW GEOTEXTILE FABRIC A}JP PRAIIJ TO APPROVED OLITFALL. TOP PLATE HEADER PER PLA1J. EXTEIJD OVER 5HEARWALL A5 SHOWED PT 2X6 STUD ATTACH TO COIJCRETE W/ 16P GALVAFJIZEP dp S" O.C. PER PLAJJ —� E IJAIL 5HEA-rHIIJG TO SHEARWALL • W/ 1JAIL5 PER 5CHEPLILE v • 3" O.C. EACH WAY /:::FSHEARWALL PER PLAW HOLPOWIJ PER PLAID ..-PLAl-F- PER 5HEARWALL 5CHEPLILE "': a11 6 (2) *4 BARS EQUALLY 5PACEP 11J (3) ROW5 A5 5HOWU (6-TOTAL) PER PLAFJ a d *3 TIE ® 6" O.C. lo SLAB OW GRAPE THICK COIJCRETE PILASTER FOOTIIJG PER PLAID (16" WIPEX6' THICKMII.1) $.•' Y a. 3' CL TYPICAL 4AiZA4E PILASTEiz '5 A : u.T.s FOUIJPA-C'IOIJ WALL SCHEDULE. HEIGHT HEEL STEM TOE FOO-rWr DEPTH VERTICAL BAtz5 H0FZlZ01JTAL BAiz5 TRAFJWEER5E FOOTIIJG BARS TEMPERATURE BAFZ5 4FT 6" a. a, *4 v IS" 0/C *4 cp IV O/C *4 a IS " O/C *4 v 12 " O/C 6FT 10' 8" 10' a" *4 v 16" 0/C *4 a 12' O/C *4 ap 16" 0/C *4 o IV O/C 9FT 20' a" 20' S" *5 g 12 " O/C *4 aw 12' O/C *5 am 24" O/C *4 v 12' O/C F -10 RIGIP IIJ5UL 7rIOW A5IJEEPEP ® RETA11JI1JG FTG INALL5 \ R-5 CAPILLARY BREAK, HE 4" O PERFOIRATEP PLASTIC PIPE. CEIJTER IIJ OIJE CUBIC FOOT OF FREE PRAIIJIIJG I" MIFJU5 GRAVEL WRAPPED 11J GEOTEXTILE FABRIC A1JP dIJ TO APPROVED OUTFA -L. .L_ FOOTIIJG DEPTH FOOTIIJG WALL SCALE: u.T.5 PT 51LL PLATE / 5/5' 0 AIJCHOR BOLTS PER 51-1EARWALL 5CHF-PULE (2) *4 BAR5 ap TOP 6" MI1J .... •. `.. ..., ....IJ. VERTICAL BAR5 PER SCHEPIJLE .. 13/4" COVER .' •-HO;ZIZOkrrAL BARS * t ' Elz PER 5CHEPLLE r MATCHIIJG POWEL EACH VERTICAL BAR. HOOK 11JTO FOOTIIJG A5 T. ( SHOWW. LAP 42 BAR PIAMETERS ££ MIIJIMUM. . ' TRAIJSVERSEFOOTIIJG PAR-5 PER 6CHF-PLILF- TF-MPEFRATLRE• BAR5 PER 5CHEPLLE 4" 5LA6 01J GRAPE W/ 6X6 W2.1 X W2.1 WWF 4 '� 2,1 COVER / �J V • ' C 3" COVER (V LAYERS OF 90* FELT OR EQUIVALEWT 5LA6 PER PLAIJ 16"XS" C0IJCRETE FOOTIIJG 1608 (2) *4 BARS COIJTIIJUOUS ❑ 24"X24"XI2" PEEP COWCRETE FOOTIIJG _ 24 W/ (2) *4 BARS EACH WAY 4 a. a, ' ❑ 301X301XIV PEEP C01JCRE-rF- TI j—_=j FOOIJG W/ (2) *4 BARS EACH WAY 30 F] 30X36"XI2" PEEP COWCRETE STEMWAL- PER PLAID FOOTIIJG W/ (3) *4 BARS EACH WAY '"• 36 ' $• 42"X42"XI2" PEEP COIJCRETE FOOTIIJG W/ (4) "4 BARS EACH WAY 42 BARS PER PLAIJ —PER PLAID 48"X48"XI2" PEEP C0IJCRETE FOOTIIJG W/ (5),14 BARS EACH WAY 45 54"X541XI2" PEEP C0IJC9ETE FOO•TI1JG W/ (7) *4 BARS EACH WAY 54 REVI I'G 1f = 61 i I� DE COMPLIANCE APPROVE APR 0 3 2115 City of TukNvila BUILDING DIVISION � V :_ � LR r 1.t . d gF- d nnW l� • O {DOTES: EXT. WALL/FOUQPATIOIJ COWWF—CTIOW APPL.ICABL.E FOCI ALL SHEF- ZWALL5 6CALf-: IJ.T.5 FWP/5HEAiZWAL.L C0WWF-CTI0IJ. 6CAI.E: Wr.S 4 1 FOOTIIJG SCHEDUl-lF- s' C°ITII OF TUMM-P, Ri i• S'y" C Z :2 V 1� N Lit !1 o MI OF WOTES: � 1 wo-rF-5: