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Permit D14-0207 - CARY LANG CONSTRUCTION - LOT 3 - NEW SINGLE FAMILY RESIDENCE
CARY LANG CONSTRUCTION - LOT 3 13052 56 AVE S D14-0207 Parcel No: Address: 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: httD://www.TukwilaWA.Aov 2172000254 13052 56TH AVE S Unitl COMBOSFR PERMIT Project Name: CARY LANG CONSTRUCTION - LOT 3 Permit Number: D14-0207 Issue Date: 9/19/2014 Permit Expires On: 3/18/2015 Owner: Name: Address: KNUDSON GERALD 6402 S 144TH ST, TUKWILA, WA, 98188 Contact Person: Name: CARY LANG Address: Contractor: Name: Address: License No: Lender: Name: 29815 24 AV SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F CARY LANG Address: 29815 24 AV SW , FEDERAL WAY, WA, 98023 Phone: (253) 661-6880 Phone: (253) 661-6880 Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2853 SQ FT RESIDENCE WITH 591 SQ FT ATTACHED GARAGE AND 186 SQ FT COVERED DECK Project Valuation: $380,911.51 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: Fees Collected: $47,111.93 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Yes Permit Center Authorized Signature: (Ai Date: 6`'[Cr 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 permit an agree to the conditions attached to this permit. Signature: v� Print Name: e4f2 e( %4/1' r!i al 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: 28: ***BUILDING PERMIT CONDITIONS*** 9— /4g154 Date: "r7-2-l.- 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: 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. 32: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 33: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 34: All wood to remain in placed concrete shall be treated wood. 35: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 36: 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. 37: 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. 38: 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. 39: 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). 40: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 41: 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. 43: ***MECHANICAL PERMIT CONDITIONS*** 44: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 45: 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. 46: Manufacturers installation instructions shall be available on the job site at the time of inspection. 47: 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. 48: 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. 49: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 50: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 51: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 52: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 53: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 54: 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. 55: 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. 56: 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. 57: 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. 58: 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. 59: 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. 60: 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. 61: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 62: 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 42: 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. 74: ***FIRE DEPARTMENT CONDITIONS*** 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 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 minimum 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: CaII to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433-0179. 12: 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. 13: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 14: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 15: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 16: 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. 17: 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. 18: 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 and/or construction zone (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 19: Any material spilled onto any street shall be cleaned up immediately. 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 21: 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. 22: 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. 23: 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. 24: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 25: 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. 26: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 27: Owner/Applicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Work final for this Building Permit. Per City Ordinance no. 2177, section 1-C-3, "New Homes constructed after September 1, 2007 are required to make full sewer connection fee payment before issuance of the City of Tukwila's building permit. New homes are also required to pay in full the current fee set for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to the Public Work's final inspection approval." 63: Pre -construction storm drainage patterns shall be met during and after construction. 64: The property owner is responsible for the maintenance of its storm drainage system. 65: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 66: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 67: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 68: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 69: Pavement mitigation fees may apply to this permit. Amount estimated to be 204 sq. ft. x $7.50 per sq. ft. = $1,140.00. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 70: Applicant shall contact the power company to verify how power service will be brought to the house. Per City Undergrounding Ordinance all utilities shall be placed underground. 71: Applicant shall execute Hold Harmless Agreement for right-of-way work and place a bond or other form of financial guarantee in the amount of 150% right-of-way work cost. 72: Applicant shall submit copy of Insurance Certificate naming City of Tukwila as additional insured. 73: Contractor performing work inside the City right-of-way shall have a valid buisienss license with the City of Tukwila. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 5170 BACKFLOW - IRR 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 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 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 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 TUI LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combinatiod i ermit No. 1 q ''o O Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: King Co Assessor's Tax No.: t f `t.O0 l� J 3 O S 2- S (off > ve Sou 1-1" -r (� w (/ - L-oT * 3 PROPERTY OWNER Name: Address: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: � i=1-o—v L.-et -- Address: City: State: Zip: Phone: .2.496 _-q: 3_ 9 sliaT. Email: Cary I c. vI c, 10`rrnA—.1„ 4,?^'x . GENERAL CONTRACTOR INFORMATION. Company Name: G14-R y / ,„h C o'-�i i L",C 1 y Cif,f- Avr Sc,i. Address: 1_1 g1S� City: r-_ tP ( t�I.A.A.tate: A. Zip: IR)23 Phone: 2, 0 6 .42 —$. 5 j x: 2,6'3 ..66/-70 i/.6 Contr Reg 1Nek.k jj_C /) or Exp Date: // p J/ y//u / Tukwila Business License No.: ARCHITECT OF RECORD Company Name: !i`` / 1, ‘00,,v1.4_,*pt, S i• r`/ Architect Name: f C, e v, N 13 e"gori Address: , 2 0 Z M 4-. N S-r S (.l q-c 1 041 City: k t rv.Ne r State: w A. Zip: ycf37c Phone:75-3_pz.c_? Fax: 25-3. &26,yfw Email: KeNi r✓0.larid y►vn.rL lc Ip lam f r Low% ENGINEER OF RECORD Company Name: e �- 4 �j jr,e e.-�' !'- Engineer Name: 0- �" IN Sew vi -EZ Address: 2 2 R q 5 e 2....f 2 P r City: 0 114cte D aQ, rIstate:14,4_ Zip: cigt4 l dd Phone: 36__ I0f7-Fax: mil/" Email: .5ey a e rq t nefr-Q COv,Ne.. r, >` e 1- LENDER/BOND ISSUED (required for projects $5,000 or greater per RCN 19.27.095) Name: RL fi r Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 2 0, 000 Scope of work (please provide detailed information): 2 w S t'v /-e DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1'floor /Q67 2"d floor 3 r- /col- / 6g 1 3 22_ Garage 1$ carport ■ Deck — covered 0 uncovered ■ / 8 6 Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: �J Value of mechanical work $ / ('O (' fuel type: ❑ electric 11 gas / furnace <100k btu / appliance vent ( ventilation fan connected to single duct / thermostat / wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: % 0 dd� Value of plumbing/gas piping work $ J (J 2 bathtub (or bath/shower combo) bidet 1 dishwasher floor drain 5 lavatory (bathroom sink) 1 sink / water heater (gas) (1 k/t' ) lawn sprinkler system clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised August 2011 bh Page 2 of 4 7 PUBLIC WORKS PERMIT INFOL_ _.TION — Scope of work (please provide detailed information): I y `v.\ p Coe,-11-'7 Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate ❑... Highline ❑ ...Valley View ❑... Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report 0 ...Hold Harmless — (SAO) ❑ .. Bond 0...Insurance ❑... Easement(s) ❑... Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut ❑ .. Total Fill Cubic Yards Cubic Yards 0...Work In Flood Zone ❑... Storm Drainage ❑ .. Sanitary Side Sewer 0...Abandon Septic Tank 0 ..Trench Excavation ❑ .. Cap or Remove Utilities 0... Curb Cut 0 .. Utility Undergrounding ❑ .. Frontage Improvements 0... Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Traffic Control 0... Looped Fire Line Irrigation " Domestic Water ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public 0 - or - Private 0 ❑ .. Water Main Extension Public 0 - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications 0n Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES .PPLICABLE TO ALL PERMITS IN THl 1 PLICATION — 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 OWl ER OR AUTHHOORIZED AGENT: Signature: Print Name: Coq-A, t' L cow T Mailing Address: Date: 2a6--Y2.3-5055 Z f 8 l5-- 2 Y .1-✓e s (4, /mac,/ l 14.0e-49.622.3 Day Telephone: City State Zip H:\Applications\Forms•Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME C' Y Lc ":„3 G-o'i 3 PERMIT # j I f `0O7 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) $250 (1) 3a0 ,-o c9 / y -0 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the reater 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 lsr 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. RECEIVED CITY OF TUKWILA Apprdved 09.25.02 0)4)7 JUL 0 3 2014 PERMIT CENTER Last Revised 01/01/14 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) 7. Pavement Mitigation Fee $ (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $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. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for lst 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. 9. Technology Fee (5% of 6+8) $ (9) Approved 09.25.02 Last Revised 01/01/14 2 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* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (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 $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) 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 01.01.2014-1231.2014 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ( ACCOUNT QUANTITY PermitTK PAID $44,348.96 D14-0207 Address: 13052 56TH AVE S Unit1 Apn: 2172000254 $44,348.96 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 B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,870.60 PERMIT FEE R000.322.100.00.00 0.00 $3,866.10 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 R 104.345.851.00.00 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 $1,512.22 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $107.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $107.50 SEWER SERVICE FEE $18,600.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $18,600.00 TECHNOLOGY FEE $220.73 TECHNOLOGY FEE R000.322.900.04.00 0.00 $220.73 WATER SERVICE FEE $10,226.41 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 TOTAL FEES PAID BY RECEIPT: R3102 0.00 $10,226.41 $44,348.96 Date Paid: Friday, September 19, 2014 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CREDIT CARD 09423G Printed: Friday, September 19, 2014 6:09 AM 1 of 1 SYSTEMS DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID $2,762.97 D14-0207 Address: 13140 56TH AVE S Apn: 2172000250 $2,762.97 DEVELOPMENT $2,512.97 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,512.97 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R2525 R000.322.100.00.00 0.00 $250.00 $2,762.97 Date Paid: Thursday, July 03, 2014 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 23309 Printed: Thursday, July 03, 2014 10:30 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit b14-o267 INS r * i. 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 : CA�r� Id CA 3 Type of Inspection: nip f ,1, -1 Address. oqZ stogy`Av S Date Called: J � Instructions: Date Wanted: a.m. P.m. Requester Phone No• IP - `l7, 3 ` 5i>c-c IAppro ed per applicable codes. Corrections required prior to approval. COMMENTS: Dr' ►l Pul (.1 Fr n hi jdP a 15 W Ideal 'i%i 44-4/1 2-5 ' 44111 ,x u1d 6 540% fit,�ii t�+'V . - nQtQs,cu �J4 � �,1& di;, y is- y (,tit iF 1704 to .. R. I' (VW- QiaLa ds d I S '-tiAttojnrio eferrsov4 A.,‘ 041 xx&O VI dr) -ret c. S'. zS_ 0743 6 Inspector. Date: 2l t3 I Zvi sr REINdPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 630i0 Southcantar Blvd.. Suite 100. Cali to schedule reinspection. cc INSPECTION RECORD Retain a copy with permit P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, 41100, Tukwila. WA 98188 (206) 431.3670 Permit inspection Request Line (206) 438-9350 Project: au4 Ais-rR Type of Inspection: t frul i Address: J ?On?SI 144 Date Called: ctions: r M Date 1Nanted: r —'Cr - a.m. Pm. Requestter. Phone No: Approved per applicable codes. o Corrections required prior to approval. Mom: Inspector: oath REINSPECT ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cast to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TIIKWILA BUILDING DI ISION 6300 Southcenter 81vd.,1100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 PrO�Ct,• � Type of Inspection: r rigt97 ✓ :ip-Fcesps:sifiv •w'1 fl Date CaZc J ructions: Date Wanted: l.- Z - is a.m. p.m. Requester. Phone No: Appraved per applicable codes. •corrections required prior to approved. c ENTS: 441 43K Provi .vet acces( Qe ck, p R r* IA, t, — r� r o v-ca. 5- 0 e- i t_ci / 1 htg a �o va 1 cp 1, 1,SPf.-- tet r 1 w icy 3 trtleYe CV( fretvtrtec-i, r'• Inspector: as : 0 REINSPEC1ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. IN INSPECTION RECORD Retain a dopy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proj C 4RR y LA WC Type of Inspection: Address: t S0s2 G'h*hi' s Date Called: Special Instructions: Date Wanted: / -- 3/- l 7 p.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: ('D Co L42, NC — A?,-" cyt ) p ,3A 2-Aiss,t47,o4) — 4r>,2R&c) (3) /'2/t'T., -A152/GA7/o�/- �4PP2e' cA/6 eS (06r14/C, rAitPeZ - /I PoQA' /(/f RG y fArlf,Hey - 4pa „ye/ i) Plz/Ab„us ,c.mqL - 4,,/, /� hoeA,hvii, / 1-;AAIL - 44 (--t6 ' 9) 45 "Wm./4- j,.. g - ,,,io,e, tt? Date: cA-7 1-1 SPECTION FEE R UIRED. Prior to next inspection, fee must be • d at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prof Type ispe i r , Address: to Called: Special Instructions: ate Wanted: (1. l-5^ c a.m. Requester: Phone No: iiApproved per applicable codes. Corrections required prior to approval. CO MENTS: f gns or: JAAALI EINSPECTION FEE R id at 6300 Southcent UIRED. Prior to Blvd.. Suite 100. Dart-- --)/ ext inspection, fee must be a11 to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: LAkI& Type of in pe tioy l,L f I .1..1su Lei Vik Address: Date Called: Special Instructions: Date W int : , m Requester: Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: tUAIIS Inspector 1 Dat 7 //47/ REI - PECTION FEE RE s RED. Prior t next inspection, fee must be paid t 6300 Southcenter 8t d.. Suite 100. Callao schedule reinspection. INSPECTION RECORD Retain a copy with permit b{ LL'aaO IN I . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: 14 LA Type of Inspection: FR.ikfri I Address:Date t 3 OS2. S 6 AJS Called: Special Instructions: 'Date Win d:�j /1 LI f:2 Req ueste Phone No: filApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: SPECTION FEE REG1 RED. Prior to at 6300 Southcenter Blvd., Suite 100. Date: xt inspection, fee must be It to schedule reinspection. INSPECTION RECORD Retain a copy with permit i Li- 0107 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA_98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prof • Ai rL( A.N.)6,.. Type of Inspection: o ic1fk-+,a as rulehilfil Address: v5� �(� ti AoS Date Called: C7A5 4-rRA,t;1if)6 SpecialInstructions: Ptk,b�NS Date Wanted: I I , r ` `- Requester: Phone No: DAppr+ ved per applicable codes. DCorrections required prior to approval. COMMENTS: 'i)611-sPIPia(,- vevol 6 tvs 04 - 'P°"`iee' 3\ A„,„„,;„, ( R r, lei -; - AP p n& ett {-i- N-M NL, '-- G V } N Le Le, Q_Iti k - (ram nl hG ct 4 5) t "U €4 iYP � D%Yi Q TO P��t..A�E A A-L�` A la -1-° a4t14 i Pr- ° Oolz�jcrzbe 1--- p Pti ie;:k.'c 6?tr .1,-1 Q — pid 0 r: 1 PECTION I=EE REQUIRED. Pribr to next inspection, fee must be 6300 Southcenter Blvd., Suite 100. Gil to schedule reinspection. Date: I(-3-t 62-1 INSP PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 431-2451 INSPECTION RECORD Retain a copy with permit Prof t: Type of,Inspectiop: 1 .. 0 5 '5 61 h Date Called: etU Special Instruc ons: Date Wanted: IOf-28-rLi V. 'Requester: Phone No: D Approved per applicable codes. COMMENTS:91 Corrections required prior to approval. D buJ\J 0J74--i A t_ss ice r2 C1cs cri"I(rv..)c, or: . Date: 1 j c...„ 10_z -V INSPECTION FEE RE IRE). Prior .to next inspection, fee must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. a7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter i31vd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 � l' �y BANG Type of spection: W A I k c3.64fi ,► �S ht...., V Ad ress: ALI Date led Special Instructions: Date Wan d: t O 12.0 1144 P.m. Requester:, Phone No: `IZ5S U:5 S IgApproved per applicable codes. Corrections required prior to approval. COMMENT& if,'45heir/ I j eL Site#1 h,Ai /S k eii • 4p •Vet. " SPECTION FEE REQUIRED. Prior t at 6300 Southcenter Blvd., Suite 10 Date: f 0 f2Ii-/ next inspection, fee must be . Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1�tq-o2 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 P�ect: PP k{r l.A"/Vt& Type o_ff�"spec 7iI J'r n: (co/ hritye.., Address. t (7`S2- c,� iIp t.. Date Called: Specialinstructions: N `-1 Date Wanted: to ^' — [ il p.m. Requester: Phone No: ISpproved per applicable codes. oCorrections required prior to approval. COMMENTS: Ins or: 0A Date: Io NSPECTION FEE QUIRE). Prior, to next inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd, e100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 try -a2a7 pro , Pron AIL ' T Inspection: 4c-r+QC jQ4(Ns Addres:t 'SOS/o-i L s Date Cailei: Special Instructions: Date ted:tit Requester: Php yot 23-3o C NApproved per applicable codes. (Corrections required prior to approval. COMMENTS: or: Date: CA. A /f ri. / 0 I i�f R INSPECTION FEE RE IRED. Prior t next inspection, feel must be id at 6300 Southcenter Blvd.. Suite 10 . Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Lo CAL AN G caa• ST, Type of inspection: S C, A ( +.) ADA i ; t? Address: ( r„ t 3 o 5 I.- 5 --ci, kVl - Date Called: Special Instructions: // ,, 3 bate Wanted: 1 - 2 p.m. j - t4 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: CD inspect ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: 07 ...11 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: L me j T e of Ins fiction: Type p Address: Suite #: 1305 2.. , 56 1-/ krE 5 • Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: c am'O 16-! & u� f ---r. ^-lards ASS' VC? 40'1 Z.2) "Otrair'' 41/ 6i, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: , Inspector: y , r Date: //z- 7/) Hrs.: /. 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Caltto schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER Doi Oa6-2 5-a� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 1°6did . 0lL t 3 Type of Inspection: A .s e cou4sz.../ 4 /vim Address:. 30$ L Suite #: s-, Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: a 1 0/4 — W 0\b-,c('" Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: //bin( Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 SEE 'L" Ig,J I.fa —6` ACID ft7r4tl[d3.L F!fi•_ 9 d15 IWtrRAIWA ISE0. Ei • .-• WAVED ?MS'K I lf7• 9' WO SEC 6 PL $ 4.57. '913t scua :4 PLAN VIEW M3 SCCf MAN- MAP EL= ti El . nun fiP£ ntlt MESA k-- , ELEVATION V1EtiW rEx3:V5 AN.) . MAP AVM aca E7aCAGY . Nlnf VL:'FA rr1IMC fE3'Ypa7E9 P,C PPS Lam- I \'-•ASSEO I1 4 4/4' - 1 1/:' ROOF INFILTRATION TRENCH DETAIL n ss c 2 R■25' MIN. 6' MIN. FOR RESIDENTIAL SINGLE FAMILY LOTS 4' TO 6' QUARRY SPALLS FOR RESIDENTIAL SINGLE FAMILY LOTS (1' TO 6' QUARRY WALLS MAY BE ACCEPTED AT INSPECTOR'S DISCRETION) CONSTRUCTION ENTRANCE NTS NAP WIRE WESH SUPPORT FENCE (TO EEE LOCATED ON THE FILTER OF TI4E FANC) FILTER FABRIC MATERIAL WASHED GRAVEL. BACIFILL N TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC .N LINE FILTER MATERIAL N 8'x12' TRENCH AND LEAVE MIN. 1' EXPOSED SILT FENCE DETAIL NTS 24' [FINISH GRADE Sir, ROC 3j4' - f DRIVEWAY DISPERSION TRENCH DETAIL SALE: hGNE HOUSE . 1 N H 2 Zo j 2 PROPOSED DRIVEWAY DISPERSION TRENCH 2'wx10'Ix131d ROOF OVERHANG LESS THAN 10' 1' I I' - I�5' WASHED DRAIN ROCK **SLOPE GRAVEL SWALE A MINIMUM Of I% TO DRAM 10' OR GREATER TO VEGETATED FORrION OF THE LOT. RETAIN ON SITE POSITIVE DRAINAGE FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE ante MESH SIPPORT PENCE FOR FILTER FABRIC GROUND SURFACE 6' MAX 2'x2' WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT glLt_~ _ r _ A IL NTS TRENCH �e. VICINITY MAP NTS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION ' 1 LEGEND: = SILT FENCING ■ CONSTRUCTION ENTRANCE NOTE: FUTURE HOUSE FOOTMG/ GRAU.L SP NEEDS TO iSE A MIN Cr IS FEET FROM PROPOSED, INFILTRATION TRENCH SCALE 1:20 PILE COP' RECEIVED CITY OF TUKWILA JUL 032014 PERMIT CENTER PROPOSED ROC* INFILTRATION TRENC1-13'wx36'Ix2'd o2-01- KNUDSON S-IOizt FLAT LOT4 13048 56Tl-I AVE. O. COVERAGE CALC. LOT AREA■ 6,344 eF PROPOSED STRUCTURE ■ 2.024 SF LOT COVERAGE ■ 3031% PLAN L2-2802-3rd CAR 6/2 04 FILE COPY STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2853-3 June 26, 2014 Job No.: 12-021 Location: Lot 3, Knudson Park Tukwila, Washington REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 3 2014 PERMIT CENTER SEGA Engineers, /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2014, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers/ / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 06/08/13 Sht i Design Criteria International Building Code (IBC), 2012 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V,,,t) Kn 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 02/21/12 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2 x @ 24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.00 (CI = 1.1, other surfaces) 6/12 pitch = 27 deg Total Roof Load 39.2 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@12"oc 4.4 5/8" GWB 2.8 Misc. 1.5 11.5 psf LL Residential 40 psf Total Floor Load 51.5 psf DECKS DL 2 x Decking 4.3 psf 2x10@16 oc 2.8 Misc 1.5 8.6 LL WALLS Residential Total Deck Load 40 psf DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 48.6 psf 9.5 psf Copyright 2012, SEGA Engineers SEGA Engineers 1 PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 DPP /rZ da( C (EO?,F) + ,Oo t L2 _ Z'2&53 JOB NO. IL .. 0 z4 FIGURED BY 4 CHECKED BY DATE %14.. SHEET Z OF ±)(4 rF)tC' fl4 fit S "ram } t 415"4-p i �t °' `lC( f� P/ci a): sit/ vt.' 0.448/41.cf)—(4-5-,-,6,,k040-z 0, 4 / /1 YDr)(is:.0' 'LH-srt. BrPt e_ 10a44, 1el•k" ?=1 t.s.en -z "7/S-14r 'tJ Int,( 0,711#00% o,4k.t. 0.73'iJ7r) i1`�: " `7©/ klV //,JZ fib of Frtf (t s-it Y/4r J 444 .ems Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT Lz Z� �3 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 1,0 JOB NO. 12, •• j Li FIGURED BY C"'7'i'1' CHECKED BY DATE°Y1-44SHEE'l OF - )I-0py) floe- PTA 4,( 4005= Sflir �- (Of 33) C I/`)Z w , t l 0.41-t a,--sw'�)(/4)#'•' 4,7a TrAiosPeit- z,-sL (AY"- C.,..,z 40,10 1-I00 pc,- 364, (l,4v) (-5') V = 0"- EF z 04 7Z0( 3. Z.11 (9, S= 2c4 kl Ad 2- 4/ r cliieleftlz_Aoot z /490/744. Z "LIA .......... . O, ¢c(-3„ (H j t1 ')Z: 4) - .Ny4,3,0.1 114" XX- 3%c L-Jo,r--- CIC Copyright 2012, SEGA Engineers SEGA Engineers 1 PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ”ft • LZ - z 6 JOB NO. Z -aZ� FIGURED BY 604r CHECKED BY DATE °r/M/ji, SHEET . OF t f-N t l d /.0 t ,fit gip)= t06 s Fes- !! A64 Wiz... l / l-t— X S0 ?sr): f � = (1, Pr)t 4, -ZY). (I P) to93S") Z 3) )r- S/Z ►z0,6 4/Z40 'LOtt l • .!.�y�., ,� i-�,.4�. . 7=L(4.)14,16 i- C4)645 31 (4) = 1 40,0 14.g. (.34-)( 44.9tir; 1-)00 ?t,r---- 5-60pc-x M. O4 Su) Z,J 3G., 3%,'gr- Air3 ZKts- 54/t14'3•r -pc Arst Aev- Tt: o, 4S Zasf)(Jo•S')2 = 1 a3 ZYiu3z,.Z 0. Tz.c.i O - n aN C, 7 A► at)} ,Sulu °t ` /kb ti...._(0,/rrir;)(/?(Tz, ofkinirew/A )03..01: 3 &Z 0 f 44 /f14 Copyright 2012, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 06/08/13 Sht. lD LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F Sos W R where, F = 1.1 Two -Story Building Sos=1.00 Ss= 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) W,,,,,f= (28ft) (44ft) (16psf)+ (2) (28ft+ 44ft) (4.0ft) (9.5psf) = 25kips Ws.= (28ft) (50ft) (14psf)+ (2) (28ft+ 50ft) (8.5ft) (9.5psf) = 32kips W total = 57 kips Design Base Shear V = (.169) (57 kip) = 9.7 kip E= 9.7kip - 6.9kip 1.4 WIND Design Wind Pressure, ps = A Kt Psso Eq. 28.6-1, Sect. 28.6.3 where, 1X = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30ft 35 ft Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 pso = 17.7 psf 110 mph Figure 28.6-1 (ASD) P5.15 = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 _ (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 _ (1.00) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 = (1.05) (1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vtro= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1ft) (18.6psf) Vds = (57 ft) (10 ft) (17.7 psf) + (45ft) (5ft) (17.7psf) + (5ft) (1ft) (18.6psf) Therefore, (30ft) (30 ft) (5ft) (5ft) (17.7 psf) (17.7 psf) =13.8 x 0.6 = 8.3 kips + (52ft) (5ft) (17.7psf) + (17ft) (5ft) (17.7psf) 20.3 x 0.6 = 12.2 kips Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. Li- tis'3 lz r�Zl CHECKED BY FIGURED BY G.Ar. DATEE1/ Z SHEET- OF ?`. srG —cwht,\ It 1 ,V4;11)F.. tkr. 11X1' agS1P4fielt .ig4g14. 4714WC1/0; i;c0cPtAriti 8s7"?) per.. 041.'i 4 (-1-17.(kci)Citittre 4-3.ao 4/ /sZsi' /ZeSPL .. 1 \/,*-LL Z s°4 Pv /0'411'(14-/ ' .4$Fr r L g .1 / - zito. AWL V Vr 4 4.1 t #s/i s''% 'pc /4' tii' - z5P'04,0 .11)47 Ilasptit - 3 Z� lz 1,=104,1 4.4 fif ollZ Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 . r ,4,t k/,4c.. hcri6") Cco ,r) W 1. Prf.' *4, X1--q171P)±( _4,Arn P 4.s/.t = a rr.3-, : /sgtest . [>. ti% = 31173# f avid )too, 41-v z 31sr-73? frz JOB NO. t, FIGURED BY 6 CHECKED BY DATE°V/e, SHEET. OF rioaaft. (14-f'v)0)(10. 419') �14--s% s •r L-P/�' skis ral--vkz-ef.VtixicKtowicCtskdo, r 1,SZ.3 ; Zto elft. cigrx00,4P)49(010)7 5100 Sz3 Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 .Sjwit.1 - „,„._. W Co 1 to,. 4 41.5 /c , - r 6/ LiZ,314 4Zerf4c" ! c JOB NO. ; . - n Z/ FIGURED BY &4r CHECKED BY DATE° // SHEET OF spin pka IAL fF_ V- (ZZ)Cld )C/n,It4t /)O M 3Fr r 40410€7,1 • Copyright 2012, SEGA Engineers , SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2853 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 888-1016 12-021 FIGURED BY GAT CHECKED BY DATE 02/21/12 SHEET J OF J • SHEAR WALL SCHEDULE / E J 0- 0 CL CV k / I II II 0 a 0 Use minimum 3x studs d d d d 0 d b d k O © . O 2 U ,0 ce 4) « 0 0 :co 2 0 0 / X 0 k 03 0 0 / / f 0 k k 2 A c A o k 2C t%I m=� w2 .0 0 g§k u) o 22 2 3 . t a Z 0) •$�k k w D " o00 o @ $mf0 0 = W ° � 2 .13 a 0. ��/.0 ° CL _ k/ §k c77 : a.0 a) c = 0 To C/�� —.CD cn < 2 _0)/• a U § 0 a _c u) co a)7 cIli �/ 0 C ca / co a ,- al 0 k §k k k /kg a) cck c.� 0 \� C 2 - = a c. 7 o co 16 0 0 0 0 0 k 7 - 0 = E ■ » a 770 / 0 / c k k .0? %/\ § ( E ) 2 cs k a) $� ..a.w .0 fk %fk 2 E2 k/° \ 0 0 k 1 ■ .0 = k - / 9 x co(0 O.0 o°% u)q k k 0 073 *) 0 c n k as .c ° E CDo �3 Ef 00 = 7 D k f 7 Particle Size Distribution Report 30 LF of trench per 1000 SF of impervious surface PERCENT FINER GRAIN SIZE % Gravel % Sand % Fines % Coarse Fine Coarse Medium Fine Silt Clay D85 Dm I Dsa D38 Dts Din Cc Cu NV NP 20.2706 6.4224 1.5755 0.3438 0.1811 0.1241 0.15 51.73 Material Description poorly graded sand with silt and gravel SP-SM A-1-b Project No. Project: Misc 13-235 Client: The Concept Group Lab Testing iple: Knudson - 13140 & 13045 Tukwila Sample Number: 01 Remarks: o Sampled/Recieved: 3/27/13 Tested: 4/1/13 Equipmey ee5 V6EbD41 CITYOFTUKWILA SEP 0 2 2014 I RERdiifteENTER 1 Tested By: Mike Blackwell Checked By: Mike Blackwell L?t 3 PILE rn•+skr Geotechnical Engineering Report 3 Lots -13056 56th Ave S P/Ns 217200-0252, 217200-0254, 217200-0256 Tukwila, Washington Submitted to: Cary Lang Construction Attn: Cary Lang 29815 24th Ave SW Federal Way, WA 9801 Submitted by: E3RA, Inc. PO Box 44840 Tacoma, Washington 98448 3 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 12 2014 City of Tukwila BUILDING DIVISION CORRECTION September 2, 2014 Project No. T14081 RECEIVED CITY OF TUKWILA SEP. 0 2 2014 PERMIT CENTER 4 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 1 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Infiltration Conditions and Infiltration Rate 3 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab on Grade Floors 8 4.4 Drainage Systems 9 4.5 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 4 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Logs of Test Pits TP-1 through TP-3 A-2...A-4 APPENDIX B Laboratory Testing Results B-1...6-8 PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 Fax E3RA September 2, 2014 T14081 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 13056 56th Ave S, Lots 2-4 Tukwila, Washington P/N's 217200-0252, 217200-0254, 217200-0256 Dear Mr. Lang: E3RA, Inc. (E3RA) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the improvements planned at 13056 56th Ave in Tukwila, Washington. Plans call for the construction of three new single family residences on the previously undeveloped property. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site is a roughly rectangular area located east of a sharp bend in the Duwamish Waterway, as shown on the enclosed Topographic and Location Map (Figure 1). The project site is comprised of three adjacent, equi-dimensional parcels, which have been designated Lots 2-4. The property is situated in such a manner that the parcels front on 56th Ave S on the northwest, and extend away from the roadway towards the southeast. Each individual parcel is 0.15 acres, contains a frontage of 50 feet on 56th Ave S, and span an additional 140 feet towards the southeast. The existing layout of the property has Lot 2 being the westernmost parcel, with the lots increasing numerically moving towards the east. Plans call for the construction of a new single family residence on each parcel. 2.0 EXPLORATORY METHODS We previously explored surface and subsurface conditions at the project site on August 20, 2014. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; Three test pits (designated TP-1 through TP-3), advanced on August 20, 2014; Fourgrain-size analyses performed on samples collected from our test pit explorations; and A review of published geologic and seismologic maps and literature. September 2, 2014 T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. E3RA, Inc. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP-1 TP-2 TP-3 SE end ofLot2 SE end ofLot3 SE end of Lot 4 14 14 14 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a steel -tracked excavator by an owner -operator under contract to the owner. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in each test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of the explorations are included as Figures A-2 through A-4. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions The project site is relatively level, with a slight increase in grade from the northwest to southeast. It is mostly an undeveloped, open space which largely contains a surface dressing of gravel. Prior use of the property appears that it has primarily served as overflow parking for adjacent residences, or a turnout for local traffic. The parcels are located within a moderate to densely populated residential area. The eastern and western boundaries of the site are marked by the fence line of adjacent residences. The margin of these boundaries becomes largely overgrown, with the remainder of the property containing sparse vegetation. The parcels are 2 September 2, 2014 E3RA, Inc. T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report bounded by an additional undeveloped lot on the southeast, which, to our understanding, may be purchased and developed by our client at a later date. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. Vegetation on the site consists primarily of tall grasses, with the overgrown portions of the property containing thick growths of blackberry bushes and other brush. 3.2 Soil Conditions Our onsite explorations were performed near the southeastern boundaries of the individual lots, and indicate that native soils are relatively consistent. At the location of our explorations, we encountered a thin surface mantle of sod and topsoil which was underlain by 6 inches to 1'/2 feet of fill soils. These fill soils ranged in composition from sandy gravel to fme sand/silty sand; all of which were in a medium dense condition. The gravel fill soils contained concrete debris and other detritus. Beneath the fill soils, we encountered native, mottled, silt, which was generally in a soft to medium stiff condition. This soil group was continuous to a depth of 5 %2 to 8 feet, at which point, sandier soils were encountered. The depth of contact between the mottled silt to sandier soils increased as we moved from the east to west ends of the site (Lot 4 to Lot 2). These sandy soils were fine-grained, with a relative fines content (percent silt/clay) which ranges from 1.4 to 19.5 percent. This soil group generally became `cleaner" with depth and as we moved east to west across the project site. In the vicinity of test pit exploration TP-3 (Lot 4), the silty sand variation of this deposit was encountered, and in TP-1 (Lot 2), the relatively clean variation was encountered. In all of our explorations, silty lenses were encountered near the termination depth of our explorations, perching small amounts of groundwater. These sandy soils were encountered to the termination depth our explorations, 14 feet. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions At the time of our reconnaissance and subsurface explorations (August 20, 2014), we encountered very slow seepage at a depth of 13'/2 feet in all of our test pit explorations. Due to the fact that our test pit explorations were performed during a relatively hot, dry, summer, it can be assumed that seasonal variations in groundwater levels can be found at shallower depths. 3.4 Infiltration Conditions and Infiltration Rate Based on our field observations and grain size analyses (presented in Table 2, below), it's evident that native soils consist of slowly permeable to relatively impermeable silt at or near surface elevations, extending to depths of 5'/2 to 8 feet below existing grades. Underlying this material, moderate to rapidly permeable sandy 3 September 2, 2014 T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report E3RA, Inc. soils are encountered, which contain a relative fines content (percent silt/clay) which ranges from 1.4 to 19.5 percent. It is our understanding that infiltration trenches are to be part of the stormwater management plan for this project. Given the site geology, we recommend that the bottom of these trenches extend to the moderate to rapidly permeable sandy alluvial soils found on site, and for design purposes, utilize this soil group as the infiltration medium. The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON -ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel % Fine Gravel % Coarse Sand % Medium Sand % Fine Sand % Fines Dio TP-1, S-1, 3 feet 0 0 0.1 0.8 25.1 74.0 — TP-2, S-1, 10 feet 0 0.1 0.1 2.2 26.3 71.4 — TP-1, S-2, 9 feet 0 0 0 0.5 98.2 1.4 0.15 TP-2, S-3, 8 feet 0 0 0 0.1 80.4 19.5 — Design Infiltration Rate We determined a design infiltration rate for the sandy alluvial soils by performing a USDA Soil Textural Classification of our samples, as described in section 3.3.6 of Volume III of the 2005 DOE Stormwater Management Manual for Western Washington (SWMMWW), located on pages 3-75 & 3-76. Given the variation in the relative fines content observed within this soil group across the site, it is appropriate to assign localized infiltration rates to reflect these variations. In Lots 3 and 4, the alluvial sands generally conform to a Loamy Sand classification, while in Lot 2 they generally conform to a Sand classification. Given such, we recommend a long-term design infiltration rate of 2 in/hr in Lot 2 and a .5 in/hr in Lots 3 and 4 using the sandy alluvial soils as the primary infiltration medium, as per Table 3.7, found in the previously described section of the 2005 DOE SWMMWW. 3_5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2012 International Building Code (IBC). Using 2012 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: SS = 1.487 g SMs = 1.487 g SDs = 0.991 g Si = 0.557 g SM, = 0.835 g SD, = 0.557 g Using the 2012 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk CategoryI/IU1II, Se at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.99 g and Sa at a period of 1.0 seconds is 0.56 g. 4 September 2, 2014 T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report E3RA, Inc. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Our onsite subsurface explorations did not reveal saturated (or potentially saturated), loose, sand layers or lenses. 4.0 CONCLUSIONS AND RECOMMENDATIONS Plans call for the constriction of a one story, wood -framed, single family residence on each of the three undeveloped parcels (Lots 2-4). We offer these recommendations: Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. Foundation Options: Foundation elements should bear on medium dense or denser native soils or on properly compacted structural fill bearing pads that extend down to medium dense or denser native soil. In -situ fill soils, generally encountered at grade or below a thin mantle of sod and topsoil are typically in an adequate condition to serve as a foundation subgrade. If this is not feasible, native soils encountered beneath the fill material are also in a suitable condition. Any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris - laden soils should be over -excavated and replaced with suitable structural fill Recommendations for Spread Footings are provided in Section 4.2. Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. Surface compaction of floor subgrades is recommended. Recommendations for slab -on -grade floors are provided in Section 4.3. Infiltration Conditions: If onsite infiltration of stormwater is employed in the design of the planned development, we recommend utilizing sandy alluvial soils encountered at depths of 5'/2 to 8 feet as the primary infiltration medium. In Lot 2, a long-term design infiltration rate of 2 in/hr is recommended, and in Lots 3 and 4 a rate of a 0.5 in/hr is recommended. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires 5 September 2, 2014 E3RA, Inc. T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report occasional observation and maintenance Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our explorations indicate that the northwestern end of all three lots is largely dressed with gravel at existing grade, and contains little to no organic laden soils. The eastern margin of Lot 4, the western margin of Lot 2, and the southeastern end of each lot is home to some vegetation, and contains a topsoil horizon with a maximum thickness of 6 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that shallow excavations will encounter soft to medium stiff silty soil and deeper excavations will encounter medium dense sandy soil, both of which can be easily excavated using standard excavation equipment. Dewatering: Our site explorations encountered very slow groundwater seepage at a depth of 13'h feet. Due to the depth at which groundwater was encountered, we do not believe it will adversely affect site development. If groundwater is encountered, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1'AH:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the new residences should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet -weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). 6 September 2, 2014 E3RA, Inc. T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, and root -rich soil are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. Alluvial Silt: Underlying a surface mantle of sod/topsoil/fill soils, we encountered mottled silt which extended to depths of 5'/2 to 8 feet. These soils are moisture sensitive and will be difficult to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material. Alluvial Fine Sand — Silty Sand: At depths below 5'h to 8 feet, depending on location, we encountered fine-grained sand to silty sand. This soil is relatively insensitive to moisture content variations and can be reused year-round. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 2'/2H:1 V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Snread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are properly prepared. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 18 and 4 inches wu respectively. Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils, or on properly compacted structural fill which bears on the soils just described. In -situ fill soils, generally encountered at grade or below a thin mantle of sod and topsoil are typically in an adequate condition to serve as a foundation subgrade. If not feasible, native soils encountered beneath the fill material are also in a suitable condition. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. 7 September 2, 2014 E3RA, Inc. T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 24 inches below the footing base should also extend 24 inches outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared subgrades can be designed for a maximum allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non -organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 250 psf for and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Generally, structural fill subbases do not appear to be needed under soil -supported slab -on -grade floors, but stripping of sod and topsoil will be necessary. The final decision regarding the need for subbases should be based on actual subgrade conditions observed at the time of construction. Surface compaction of slab subgrades is recommended. If a subbase is needed, all subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) 8 • September 2, 2014 E3RA, Inc. T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. 4.4 Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: Subfloor drains are not necessary in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. If gravity flow is not feasible a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on -grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit -run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Because pervious pavement may be planned, import fill should be granular and well draining. 9 September 2, 2014 E3RA, Inc. T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Minimum Compaction 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that E3RA be retained to provide the following post -report services: • • • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design (if required); Prepare a letter summarizing all review comments (if required); Check all completed subgrades for footings and slab -on -grade floors before concrete is poured in order to verify their bearing capacity (if required); and Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). 10 September 2, 2014 T14081 / 13056 56th Ave S, Lots 2-4 Geotechnical Engineering Report E3RA, Inc. 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. E3RA is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Sincerely, E3RA, Inc. Zach L. Logan Staff Geologist James E. Brigham, P.E. Principal Engineer ZLL:JEB:jb TACOZ:'2014 JOB FILES`TI4081 Cary Lang Construction - Tukwila 3 Lots Cieotech\T14081 13056 56th Ave S Tukwila 3 Lots Geotech Report revl.doc 11 Z 0 0 0 0 Z 0 0 0 Ql ° 0 0 rA TOPO map, panted ors 08 2814 from 'UnStied,tpo' 122'19,000' 1! 122'18,000' l'.' 172°17,000r N; 122°16.000' W 122°18, 00' W ek8Rbab. ? rn teralPl; and lair 122°14,000'W 122°18.000't"' 122° 2,0001V 12.'16.000'W 122°15.000'W T—T.'u=rz. '.7,, mild with TOPOI:2E NItir C 7t1'':'alrrttm:rc t.enatcF 122°14,000' W WG584122'13,000' W 122` 14.000' W WGS8412?13,000' W Z 0 2 2 E3RA, Inc. P.O. Box 44840 Tacoma, WA 98448 3 LOTS - 13056 56TH AVE S TOPOGRAPHIC AND LOCATION MAP TUKWILA, WASHINGTON FIGURE 1 T14081 0/ / 60, r N - m ° CA) wwo 3 0 zMCwz O)'v v CuX ODDOO • t cb 5 t • D--Ip-oC-i nm-az1I 3 000co0 clz�D x 4A 0-1�-< Co cm0z v m S z m mm- N cn m O >00O -I m m�0� �= vmWD 0 nXr-I v_; - cu c m > = -. m0 <MI>> 2 d 0) -<Dv fr�1 gI I 'n 'n cn c v m D -WCOWCO r 3 n m o 0< zND m m m z0 co!n �=7)v N .'D m > 0 > A I r a =/Z CO e CO v Z 0 0 m w PIM 'CZ Bny :31Va 83f :A8 03)193HD c 1333 NI 31V3S n W O 0 0 N m Z APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS LOD A NNNNO2 GINT US LAS.OPJ 11/4/05 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS MORE THAN HALF COARSE FRACTION IS LARGER THAN NO.4 SIEVE CLEAN GRAVELS WITH LITTLE OR NO FINES GW !' , ...•�, WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES GP D'-!• i4 ° { o•D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES GRAVELS WITH OVER 15% FINES GM o ° & • ) I SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES GC �I 4 CLAYEYGRAVELS, POORLY GRADED GRAVEL -SAND -CLAY S SANDS MORE THAN HALF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANDS WITH LITTLE OR NO FINES SW ' WELL GRADED SANDS, GRAVELLY SANDS SP .••: :: POORLY GRADED SANDS, GRAVELLY SANDS SANDS WITH OVER 15% FINES SM •• ; :r • SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES SC '' CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, , LEAN CLAYS OL _ - — - ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS CH i INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH �M ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,cts, ,, d ,, PEAT AND OTHER HIGHLY ORGANIC SOILS • m ii • CA CN CP DS PM PP Modified Califomia Split Spoon Pushed Shelby Tube Auger Cuttings Grab Sample Sample Attempt with No Recovery Chemical Analysis Consolidation Compaction Direct Shear Permeability Pocket Penetrometer RV SA SW TC TX Tv UC (1.2) WA (20) Q R-Value Sieve Analysis Swell Test Cydic Triaxial Unconsolidated Undrained Triaxial Torvane Shear Unconfined Compression (Shear Strength, ksf) Wash Analysis (with % Passing No. 200 Sieve) Water Level at Time of Drilling Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 E3RA E3RA, Inc. P.O. Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax 253-537-9401 CLIENT Cary Lang Construction E3RA, Inc. PROJECT NUMBER T14081 DATE STARTED 8/20/14 COMPLETED 8/20/14 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Steel Tracked Eavator LOGGED BY ZLL CHECKED BY JEB NOTES TEST PIT NUMBER TP-1 PAGE 1 OF 1 Figure A-2 PROJECT NAME 3 Lots - 13056 56th Ave S PROJECT LOCATION Tukwila, Washington GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION 13.50 ft AT END OF EXCAVATION — AFTER EXCAVATION — 0- 0 0.0 ai 0. U =U' gCLO MATERIAL DESCRIPTION 2.5 GB S-1 5.0 7.5 GB S-2 10.0 12.5 0.5 Sod and Topsoil SP- SM ML 1.0 (SP-SM) Gray/brown fine sand with silt and gravel (medium dense, moist) (Fill) 8.0 (ML) Light broom mottled silt with sand (medium stiff, mast) SP 14.0 Q (SP) Dark gray fine sand with trace silt (mecum dense, moist) Sillier lenses from 10 to 13.5 feet No caving observed Very slow groundwater seepage observed at 13.5 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot Bottom of test pit at 14.0 feet. E3RA, Inc. E3RA, Inc. TEST PIT NUMBER TP-2 P.O. Boot 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A 3 Telephone: 253-537-9400 Fax 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 3 Lots -13056 56th Ave S PROJECT NUMBER T14081 PROJECT LOCATION Tukwila, Washington DATE STARTED 8/20/14 COMPLETED 8/20/14 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Steel Tracked Eoa;avator AT TIME OF EXCAVATION 13.50 ft LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH o (ft) SAMPLE TYPE NUMBER vi 0 vi n GRAPHIC LOG MATERIAL DESCRIPTION - - - - _ 2.5 GB S-1 GB S-2 GB S-3 GB S-4 = = Sod and Topsoil 0.5 GP �•���� O1.0 �;4* • • i•i . (GP) Gray/brown gravel with silt, sand and concrete debris (medium dense, moist) (Fill) SM 1.5 (SM) Gray/brown silty sand with gravel (medium dense, mast) (Fill) SP (SP) Gray fine sand with some silt and gravel (medium dense, moist) (Fill) 2.0 ML (ML) Light brown mottled silt with sand (medium stiff, mast) 7.0 - - 5.0 _ _ 7.5 SM (SM) Dark gray fine silty said (medium dense, moist) 12.0 _ F _ 10.0 r r - - _ 12.5 SP (SP) Dark gray fine sand with trace silt (medium dense, mast) Siltier lenses from 12.5 to 13.5 feet 14.0 - - - - No caving observed Very slow groundwater seepage observed at 13.5 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 14.0 feet. E3RA, IfC. E3RA, Inc. TEST PIT NUMBER TP-3 P.O. Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Telephone: 253-537-9400 Figure A-4 Fax 253-537-9401 CUENT Cary Lang Construction PROJECT NAME 3 Lots -13056 56th Ave S PROJECT NUMBER T14081 PROJECT LOCATION Tukwila, Washington DATE STARTED 8/20/14 COMPLETED 8/20/14 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Steel Tracked Excavator AT TIME OF EXCAVATION 13.00 ft LOGGED BY ZLL CI€CKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — to DEPTH o (ft) SAMPLE TYPE NUMBER vi Li. GRAPHIC LOG MATERIAL DESCRIPTION _ _ _ 2.5 GB S-1 GB S-2 " Sod and Topsoil 0.5 GP �•: %i0 i•♦ •:•: 1.0 (GP) Gray/brown gravel with sift, sand and concrete debris (medium dense, mast) (Fill) 1 5 (SM) Brown silty sand with gravel (medium dense, moist) (Fill) ML (ML) Light brown mottled silt with sand (medium stiff, moist) 5.5 - - 5.0 _ 7.5 SM (SM) Dark gray fine silty sand (medium dense, moist) SZ 14.0 _ 10.0 12.5 - Minor caving observed from 12 to 14 feet Very slow groundwater seepage observed at 13 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 14.0 feet. APPENDIX B LABORATORY TESTING RESULTS Particle Size Analysis Summary Data Job Name: 13056 56th Ave S., Tukwila 3 Lots Geo Job Number: T14081 Tested By: ZLL Date: 8/27/14 Boring #: TP-1 Sample #: 1 Depth: 3' f Moisture Content 18.2% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5-mm) 100.0 No. 4 (4.75-mm) 100.0 No. 10 (2.00-mm) 99.9 No. 20 (.850-mm) 99.7 No. 40 (.425-mm) 99.1 No. 60 (.250-mm) 98.2 No. 100 (.150-mm) 96.4 No. 200 (.075-mm) 74.0 ASTM Classification LL PI D10 D30 D60 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel Coarse Sand 0.1 Medium Sand 0.8 Fine Sand 25.1 Fines 74.0 Total 100.0 Group Name Light -brown silt with sand Symbol (ML) (med. stiff, moist) E3RA Figure B-1 Soil Classification Data Sheet Sample Distribution U.S. Standard Sieve Sizes Distribution Sample Particle Size (mm) Sample Distribution Job Name: 13056 56th Ave S., Tukwila 3 Lot: Sample #: 1 3 RA Job Number: T14081 Date: 8/27/14 Figure: B-2 Tested By: ZLL Depth: 3' Exploration #: TP-1 Particle Size Analysis Summary Data Job Name: 13056 56th Ave S., Tukwila 3 Lots Geo Job Number. T14081 Tested By: ZLL Date: 8/27/14 Boring #: TP-1 Sample #: 2 Depth: 9' Moisture Content 4.7% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5-mm) 100.0 No. 4 (4.75-mm) 100.0 No. 10 (2.00-mm) 100.0 No. 20 (.850-mm) 99.9 No. 40 (.425-mm) 99.5 No. 60 (.250-mm) 50.6 No. 100 (.150-mm) 9.8 No. 200 (.075-mm) 1.4 ASTM Classification LL PI D10 0.15 D30 0.19 D60 0.28 Cc 0.90 Cu 1.84 Size Fraction Percent By Weight Coarse Gravel Fine Gravel Coarse Sand Medium Sand 0.5 Fine Sand 98.2 Fines 1.4 Total 100.0 Group Name Dark -gray poorly graded sand Symbol (SP) (med. dense, moist) E3RA Figure B-3 Soil Classification Data Sheet Sample Distribution U.S. Standard Sieve Sizes Sample Distribution Particle Size (mm) Sample Distribution Job Name: 13056 56th Ave S., Tukwila 3 LotE Sample #: 2 3RA Job Number: T14081 Date: 8/27/14 Figure: B-4 Tested By: ZLL Depth: 9' Exploration #: TP-1 Particle Size Analysis Summary Data Job Name: 13056 56th Ave S., Tukwila 3 Lots Geo Job Number. T14081 Tested By. ZLL Date: 8/27/14 Boring #: TP-2 Sample #: S-3 Depth: 8' Moisture Content 9.1% Sieve Size Percent Passing (%) 100.0 3.0 in. (75.0) 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5-mm) 100.0 No. 4 (4.75-mm) 100.0 No. 10 (2.00-mm) 100.0 No. 20 (.850-mm) 100.0 No. 40 (.425-mm) 99.9 No. 60 (.250-mm) 93.2 No. 100 (.150-mm) 62.4 No. 200 (.075-mm) 19.5 ASTM Classification LL PI D10 D30 0.09 D60 0.14 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel Coarse Sand Medium Sand 0.1 Fine Sand 80.4 Fines 19.5 Total 100.0 Group Name Dark -gray silty sand Symbol (SM) (med. dense, moist) E3RA Figure B-5 Soil Classification Data Sheet Percent Passing Sample Distribution U.S. Standard Sieve Sizes 'Sample Distribution Particle S Exploration #: TP-2 Tested By: ZLL Job Number: T14081 Job Name: 13056 56th Ave S., Tukwila 3 Lot Depth: 8' Date: 8/27/14 [Sample #: S-3 0 Particle Size Analysis Summary Data Job Name: 13056 56th Ave S., Tukwila 3 Lots Geo Job Number. T14081 Tested By. ZLL Date: 8/27/14 Boring #: TP-3 Sample #: S-1 Depth: 3' Moisture Content 15.7% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5-mm) 100.0 No. 4 (4.75-mm) 99.9 No. 10 (2.00-mm) 99.9 No. 20 (.850-mm) 99.6 No. 40 (.425-mm) 97.7 No. 60 (.250-mm) 95.7 No. 100 (.150-mm) 92.7 No. 200 (.075-mm) 71.4 ASTM Classification LL PI D10 D30 D60 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.1 Medium Sand 2.2 Fine Sand 26.3 Fines 71.4 Total 100.0 Group Name Light -brown silt with sand Symbol (ML) (med. stiff, moist) E3RA Figure B-7 Soil Classification Data Sheet Percent Passing Sample Distribution U.S. Standard Sieve Sizes Sample Distribution Particle Size (mm) Exploration #: TP-3 Tested By: ZLL I Depth: 3' Job Number: T14081 (Date: 8/27/14 Job Name: 13056 56th Ave S., Tukwila 3 Lot4Sample #: S-1 I Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Enerqv Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2-2853-3 Heating System Type: 9 All other System Contact Information 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions Select R-Value Above Grade Walls (see Figure 1) Instructions R-21Intermediate Floors Instructions R-30 Below Grade Walls (see Figure 1) Instructions Select R-value Slab Below Grade (see Figure 1 Instructions - . . ... Slab on Grade (see Figure 1) Instructions Select R-Value Location of Ducts Instructions Unconditioned Space b 11-1- x.37 Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design T mn 2,853 8.5 U-Factor 0.30 U-Factor 0.50 Conditioned 24,251 X Area 395 X Area U-Factor X 0.026 U-Factor No selection U-Factor 0.056 U-Factor 0.029 U-Factor No selection 46 REVIEWED FOR CODE COMPLIANCE APPROVED lume SEP 12 2014 UA 118.59 L ity of Tukwila BUtLDING DIVISION Area = UA 38.09 Area UA Area UA 172.70 Area UA 42.34 Area UA UA UA 1,465 3,084 1,460 F-Factor Len No selection F-Factor Len No selection Duct Leakage Coefficient 1.10 RECEIVED CITY OF TUKWtL JUL 0 3 2014 PERMIT CENTEF Sum of UA 371.72 Envelope Heat Load 17,099 Btu / Hour Sum of UA X AT Air Leakage Heat Load 12,048 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 29,147 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 32,062 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum o/ Building Heat Loss X 1 Maximum Heat Equipment Output 44,886 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) I Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information L2-2853-3 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone 5 & Marine 4 6 R-Valuea U-Factora Fenestration U-Factorh Skylight U-Factor Glazed Fenestration SHGC" Ceiling Wood Frame Wall9k'l Mass Wall R-Value' Floor Below Grade Walfk Slabd R-Value & Depth R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 491 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 309 0.029 30g 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑ 1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 0 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑ 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 lb Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0_ 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions ❑ 0 0 0 0 0 0 0 0 p 1.5 *1200 kwh 0.0 1.50 http://www.energy.wsu.edu/Documents/2012%20Res%20Energv.pdf Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the. basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information L2-2853-3 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor 0.20 Ref. U-factor Powder Room 0.30 Great Room 0.30 Great Room 0.30 Dining Room 0.30 Dining Room 0.30 Kitchen 0.30 Den 0.30 Entry 0.30 Entry 0.30 Bedroom 2 0.30 Master Bedroom 0.30 Master Bath 0.30 Stair 0.30 Bedroom 4 0.30 Bedroom 3 0.30 Attic Room 0.30 Attic Room 0.30 Garage/Dwelling Door 0.20 Width Height Qt. Feet Inch Feet inch 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 2 5 2 2 6 6 1 5 6 1 6 7 10 1 8 5 1 3 4 6 1 5 5 1 4 2 3 2 2 1 4 4 1 6 4 1 4 4 1 2 3 1 6 4 1 4 4 1 6 4 1 4 4 1 2 8 6 8 Area UA 20.0 4.00 0.0 0.00 Area UA 10.0 3.00 30.0 9.00 30.0 9.00 47.0 14.10 40.0 12.00 13.5 4.05 25.0 7.50 8.0 2.40 12.0 3.60 16.0 4.80 24.0 7.20 16.0 4.80 6.0 1.80 24.0 7.20 16.0 4.80 24.0 7.20 16.0 4.80 0.0 0.00 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor Width Height Qt. Feet inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 o.o o.00 375.3 110.81 Area 0.30 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 395.3 114.81 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP RMIT NUMBER: D14-0207 DATE: 09/02/14 PROJECT NAMES CARY LANG CONSTRUCTION - LOT 3 SITE ADDRESS: 13052 °56 AVE S Original Plan Submittal Revision # before Permit Issued Revision # after Permit Issued X Response to Correction Letter # 1 DEPARTMENTS: Building Division III TSS KVs/ G..01 1911 Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/04/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Notation: kk sl & See s a DUE DATE: 10/02/14 Approved with Conditions Denied (ie: Zoning Issues) v (.Led- SW W2 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ BUILDING OFFICIAL APPROVAL FOR ISSUANCE INITIAL/SIGN DATE PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0207 DATE: 07/03/14 CARY LANG CONSTRUCTION — LOT 3 PROJECT NAME: SITE ADDRESS: 13 DSI-.- 56 AVE S X Original Plan Submittal Response to Correction Letter #_ before Permit Issued after Permit Issued DEPARTMENTS: AS Covr Building Division 1 31s COW 2 Public Works q w� 4We- 1--0-1y 1111 Fire Prevention Structural tom -NO - Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/08/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 08/05/14 Notation: REVIEWER'S INITIALS: DATE: Permit'Center` Use 0 CORRECTION LETTER MAILED: Departments issued corrections: Bldg k' Fire ❑ P1ng PW Staff Initials: 12/18/2013 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 14-0207 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner tiCE1Vb'D eirf OF TUKWIIA SEP 02 2014 IIERMITCENTER Project Name: Cary Lang Construction — Lot 3 Project Address: 13052 56 effi-2-Ave SContact Person: i( Z-4 2 Phone Number: 6— 5-0 Summary of Revision: 6_op y evt Z - Cop yS 'D Te Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Community Development August 12, 2014 CARY LANG 29815 24 AV SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0207 CARY LANG CONSTRUCTION - LOT 3 - 13052 56TH AVE S Dear CARY LANG, Jim Haggerton, Mayor Jack Pace, Director 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. • 1. Provide a site plan that shows the topographical grades indicating site slopes or elevation changes in 2 foot intervals or show lot level with sloping direction of finish grade. Provide benchmark elevation points for the site and show main floor elevation in relation to benchmark elevations. This is to verify height of house and crawlspace elevated to provide sufficient sloping grade from the house exterior. This information may be provided from previous civil engineering or geotechnical engineers' maps. 2. Please provide soils evaluation of this site soils by a registered geotechnical engineer. Evaluation shall include the determined load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm engineer's specifications for bearing footings is consistent with the soils evaluation report. 3. The site plan provides specifications for roof drainage. However the site plan does not show a designed footing or roof -drain discharge system. Provide additional plan details to show a footing drain or a crawl space water discharge system. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. The intent is to show groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 4. Revise the labels for elevations to be identified as North, East, South and West. The elevations indicate the finish grade to be level. On the elevation pages, show grade slope details to be consistent with any existing or proposed site slopes or finish grade. Elevations shall specify average grade plane dimensions. If applicable, show stepped foundations. PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • 1. Per TMC 8.25.020.E, no more than 50% of the front yard or 800 square feet, whichever is smaller, may be improved for vehicle storage. The total width of the lot is 50 feet. The width of the concrete driveway shown on the site plan is wider than 25 feet. Please revise the driveway design and the site plan to show how the new driveway will meet the 50% limit. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1. Show new sanitary side sewer on plan and revise your site plan per attached markup. 2. Show how power/telecommunication and gas service will be brought to the house. 3. Cost estimate on the Public Works permit fee estimate fee sheet seems very low. Please verify your numbers. Construction cost for new driveway, water service including tapping off the water main, water meter box plus service line to the house, sanitary side sewer, storm drainage, power/telecommunication conduit shall be included. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4. Applicant shall contact the power company to verify how power service will be brought to the house. Per City Undergrounding Ordinance all utilities shall be placed underground. 5. Plans shall be stamped and signed by WA State licensed engineer. Conceptual site development plan was prepared as part of the Knudsen Short Plat. Please have the plans updated for your proposal. Short plat plans are attached. 6. Applicant shall execute Hold Harmless Agreement for right-of-way work and place a bond or other form of financial guarantee in the amount of 150% right-of-way work cost. 7. Applicant shall submit copy of Insurance Certificate naming City of Tukwila as additional insured. 8. Contractor performing work inside the City right-of-way shall have a valid business license with City of Tukwila, 9. Show and label sawcut limits within 56th Ave South. A pavement mitigation fee will apply to this Building permit. (Public Works Bulletin A3 — Pavement Mitigation and Transportation Impact Fees — enclosed.) Pavement within 56th Ave South shall be restored per Development Bulletin A6 — Pavement Restoration (see enclosed). 10. Future house shall have a fire sprinkler system installed. See attached 1" Details WS-19 and WS-20 for the 1" FIRE/DOMESTIC SERVICE. The Double Check Valve Assembly on the Flow -Through System is optional, however on a split system (Detail WS-19) it needs to be installed. 11. The fire service Double Check Valve Assembly (DCVA) shall be a WA State Department of Health approved backflow. Please submit backflow cut sheet and circle the DCVA to be installed. Upon installation, DCVA shall be tested by a certified tester and copy of passing backflow test report submitted to Public Works Inspector prior to final Public Works permit sign -off. 12. Thereafter it is the homeowner's responsibility to have this backflow tested by a certified tester annually and submit copy of backflow test report to Tukwila Water Department, phone 206 433-1860. 13. Please note that Owner/Applicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Works final for this building permit. Per City Ordinance no. 2177, section 1-C-3, "New Homes constructed after September 1, 2007 are required to make full sewer connection fee payment before issuance of the City of Tukwila's Building Permit. New homes are also required to pay in full the current fee set for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to the Public Work's final inspection approval". • Per City Standard Detail WS-01 (enclosed) — "No meter box in sidewalks and driveways where possible." 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, Bill Rambo Permit Technician File No. D14-0207 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 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: htto://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 2172000254 Address: 13052 56TH AVE S Unit1 Applicant: CARY LANG CONSTRUCTION - LOT 3 Permit Number: D14-0207 Issue Date: 9/19/2014 Permit Expires On: 3/18/2015 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2853 SQ FT RESIDENCE WITH 591 SQ FT ATTACHED GARAGE AND 186 SQ FT COVERED DECK METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21440116 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 Department of Natural Resources and Parks Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for ail new sewer connec forts, 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 130 5 Z fo'b / -v6 50. Property Street Address L•cic.. t- Ij- City State ZIP Cii--2 L4eV) C" ; Owner's Name 2' Owner's Mailing Address e 1/1- IX 4- 0023 City State ZIP 2 0& H 3- 3 --S"-b S Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address For King County Use Only Account # No. -of R. L,"" r_s Month, i* atc. 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 RECEIVED Building Name JUL 0 3 2014 ILA City State ZIP PERMIT CENTER Residential Customer Please report any demolitions of pre-existing Please check appropriate box: Equivalent (RCE) building on this property. Credit for a demolition ❑ Single-family (free standing, detached only) 1.0 may be given under some circumstances. Multi -Family (any shared walls): Demolition of pre-existing building? ❑ Yes ❑ No tii Duplex (0.8 RCE per unit) 1.6 Was building on Sanitary Sewer? ❑ Yes I❑ No • 3-Plex (0.8 RCE per unit) 2.4 Was Sewer connected before 2/1/90? ❑ Yes ❑ No ❑ 4-Plex (0.8 RCE per unit) 3.2 Sewer disconnect date: ❑ 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 If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No 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 cafacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of cocted data for determination of a revised capacity charge. Signature of Owner/Representative Date /j/i Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No Print Name of Owner/Representative s--G CARY LANG CONSTRUCTION INC Page 1 of 2 0 Washington State Department of Labor & Industries CARY LANG CONSTRUCTION INC Owner or tradesperson LANG, CARY MITCHEL Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA98023 253-661-6880 KING County Business type 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. CARYLC1101 OF Effective — expiration 09/06/1990— 09/13/2016 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Received by L&I 09/10/2008 Bond history Insurance Developers Surety & Indem Co Policy no. BIS000040607 Received by L&I 08/12/2014 $12,000.00 Effective date 08/09/2008 Expiration date Until Canceled $1,000,000.00 Effective date 09/10/2014 Expiration date 09/10/2015 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 09/19/2014